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Permit D18-0029 - UNIQLO - STORAGE RACKS
UNIQLO 161 SOUTHCENTER MALL D18-0029 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 9202470130 161 SOUTHCENTER MALL Project Name: UNIQLO Permit Number: D18-0029 Issue Date: 2/23/2018 Permit Expires On: 8/22/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: WESTFIELD PROPERTY TAX DEPT PO BOX 130940 , CARLSBAD, MO, 92013 LANIE JOHNSON 1950 CRAIG RD #300 , ST LOUIS, MO, 63146 PLANIT CONSTRUCTION USA INC Address: 4949 COTE VERTU OUT OF COUNTRY - QUEBEC, CANADA, , , H45 1E1 License No: PLANICU842LZ Lender: Name: N/A - UNDER $5000 Address: II I Phone: (314) 415-2400 Phone: (514) 339-1112 Expiration Date: 6/9/2018 DESCRIPTION OF WORK: STORAGE RACKS Project Valuation: $2,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Electrical Service Provided by: TUKWILA Fees Collected: $236.03 Occupancy per IBC: M Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Lt.) f 1 �� Volumes: Cut: 0 Fill: 0 Number: 0 Date: .0)--.2Z— ig I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: DcSj-(C_Ei(L Date:�3 -� This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 11: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 10: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 12: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 13: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 9: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 15: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http:llwww.TukwilaWA.gov Building Permit No. pier 0"2- L._..._ Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION 1 ,1, King Co Assessor's Tax No.: Site Address: VA t J� �QV ._ r? buil j Suite Number: 1 i �i Floor: Tenant Name: I`n .0 1 t New Tenant: ( ....Yes D..No PROPERTY OWNER Name: , Name: we 1 �e _ .i Phone:m •4 is-.ati 00 Fax: 6i t • 4 IT• ),(30 Address: ?tICO SW1 'N.�i 1, ceAk .R.. ry .`� City: 0 State: La Zip:c\ 8111 CONTACT PERSON — person receiving all project communication Name: , Addre:;s: 1q,50 (.rail, kat. d •3W City: t� t 1 ' State: f�� Zip: �0314(n .i Phone:m •4 is-.ati 00 Fax: 6i t • 4 IT• ),(30 Email: GENERAL CONTRACTOR INFORMATION Company Name: 1,L e'1Y1 S �IY'U (ln Address: L` -to t -1(-s Cif V.PLX City: itori_Q.11ce(ijs- State: &C Zip NS16I Phone: 51 q. • j J I a. Fax: Contr Reg No.: Exp Date: Tukwila Business License No.:SS _coa — R viepue«an vernevAoalissue• pn ti,,.t2012 ApptlulioNwfnis Appiiarioe Revised • 2.7-12.doa a.aaa Pedur, 2013 flit ARCHITECT OF RECORD Company Name: go) i est 1 Y1?L✓tilS Company Name: \n _CU S\l ' 1 \,Ylc. 1rYf Address: l ( Sl B10-1-41 Qit (6_ Architect Name: J , , ..s.ty_6,t` tc,„ Phone: 6-y1,„3tiv'11•tit 91Fax: NOi4•55a•41Lob Address: \c7TY Cr' VA . 30 City: L b.)'ks State: ow Zip: „6I, l,,4,, Phone: art q�1 . 0Fax: �I � • `ll S• � .•1.. _. Email: Lison 0 t' e.v.uw, ENGINEER OF RECORD Company Name: go) i est 1 Y1?L✓tilS Engineer Name: A2,04 4fMS lfl.\ Address: l ( Sl B10-1-41 Qit (6_ . City: Cx `lJ` State: i)2 Zip:Q. cer. Phone: 6-y1,„3tiv'11•tit 91Fax: NOi4•55a•41Lob Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 Scanned by CamScanner BUILDING PERMIT INFORMATION — 206-4314670 Valuation of Project (contractor's bid price): $ Z 1 l Describe the scope of work (please provide detailed information): Existing Building Valuation: $ Will there be new rack storage? 5...Yes 0 ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas In Square Footage Below ,PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS; Ea' Sprinklers lzrAutomatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If "yes'. attach list ofmaterials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safe to Sheets. SEPTIC SYSTEM [] . On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. MiApNgmamMtw.Atptwanotu Oa t.aM2012 Ap$cado.ATomit Ap platin Ravtaad - 2-7-12.doat aexi.* Foamy m72 �1 Page 2of4 Scanned by CamScanner Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 10,13 I i t 1 2"d Floor 3n° Floor Floors thnt Basement Accessory Structures Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck ,PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS; Ea' Sprinklers lzrAutomatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If "yes'. attach list ofmaterials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safe to Sheets. SEPTIC SYSTEM [] . On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. MiApNgmamMtw.Atptwanotu Oa t.aM2012 Ap$cado.ATomit Ap platin Ravtaad - 2-7-12.doat aexi.* Foamy m72 �1 Page 2of4 Scanned by CamScanner [iuBLIc WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): rkr*a rojijc4-- • at . Tukwila ❑ .. Water Availability Provided Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. 0 ...Water District #125 .. Tukwila 0 ...Valley View ❑ .. Sewer Use Certificate 0 ...Sewer Availability Provided ❑... Highline 0...Renton ❑... Renton 0... Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Depart hent. bmitted with Anolisation (mark boxes which sooty): .. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Ston Drainage) ❑ .. Bond 0...Insurance 0... Easement(s) Proposed Activities (mark boxes that aunty); ❑ .. Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ .. Total Cut cubic yards ❑ .. Total Fill cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0 0... Geotechnical Report 0...Maintenance Agreement(s) .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0—Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0... Work in Flood Zone ❑...Storm Drainage 0... Abandon Septic Tank ❑... Curb Cut 0...Pavement Cut 0...Looped Fire Line f. ❑ .. Permanent Water Meter Size (I) ❑ .. Temporary Water Meter Size (1) ❑ .. Water Only Meter Size ❑ .. Sewer Main Extension ❑ .. Water Main Extension 99 91 Public 0 Public 0 11. ❑.._ Greas: Interceptor ❑... Channelization 0... Trench Excavation ❑... Utility Undergrounding WO # (2) " WO # (3) " WO # WO # (2) " WO # (3) " WO # WO # ❑ .. Deduct Water Meter Size " Private 0 Private FINANCE INFORMATION Fire Line Size at Property Line 0 .. Water 0 Sewer ❑ .. Sewage Treatment Monthly Service Billine to; Name: Mailing Address: Number of Public Fire Hydrant(s) Water MeterBefund/Bitlingi Nasse: Mailing Address: Day Telephone: City State Zip Day Telephone: City ZIP N:.Ap/Gca esafer.s.Appl.acwr a ti.d2012 AppiadaMeenit Application Revised - 2.7.12.dot: RevWd Pe inrry 2Qt« 1* Page 3 of 4 Scanned by CamScanner PERMIT APPLICATION NOTES — J Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subj to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not cxcceding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER AUTHORIZED AGE Signature: % \ _ Date: Z— Z 26 1' Print Name: J PsMk— 5 0 DE - E te, Day Telephone: 14 1 — 58? -5107 Mailing Address: Arsoup.ww.m.A.pikaiicoo AoU1012012 AppNWioeC?u.iit Application ttuvid. 2.7.12 docs R. Norway %C' 2 ii City Stale Pop 4of4 Scanned by CamScanner Cash Register Receipt City of Tukwila DESCRIPTIONS 1 ACCOUNT PermitTRAK I QUANTITY PAID $236.03 D18-0029 Address: 141 SOUTHCENTER MALL Apn: 9202470130. $236.03 Credit Card Fee $6.87 Credit Card Fee R000.369.908.00.00 0.00 $6.87 DEVELOPMENT $222.55 PERMIT FEE R000.322.100.00.00 0.00 $132.15 PLAN CHECK FEE R000.345.830.00.00 0.00 $85.90 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $6.61 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13677 R000.322.900.04.00 0.00 $6.61 $236.03 Date Paid: Friday, February 02, 2018 Paid By: JAMES DESHLER Pay Method: CREDIT CARD 05036C Printed: Friday, February 02, 2018 11:05 AM 1 of 1 CSYSTEMS INSPECTION NO. INSPECTION RECORD 0��� Retain a copy with permit i PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:>' � 1411)16?Lb Tyke of Inspection: �J Uev�e1 elene.�-r'�-/k. IC Address: Date Called: Special Instructions: Date Wanted:-^� -0/k m. • • Requester: Phone No: MApproved per applicable codes. Corrections required prior to approval. COMMENTS: 'l- 'K- Inspector: Date: 3-7-8 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit b1l-0o ict PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Project:, n r L Q Type of Inspection: S'.` /J PoxY Cock Address: / 41 S.:_i-fA teri-W Mal ate C Iled: i Special Instructions: Date Wanted:... "7- zoic p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: aK S1`, "r Ai-61M/R� Inspector: Date: 3-7-/6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be-_ paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reins- / INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ' // Type of spection: Address: � Suite #: `(� u�due,-%llikt' Conta Person: L v-, Special Instructions: Phone No.: '9``"_;)--) - ct(o-_ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: ,4e' -r j/,se_o-, e ars -/a al by j 1 --- t-,-, /62/ t --- .‹ (4: f/ --if "/4- 4?.C! t AyecA , ii;, c'Gu.-t Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:; ---7,-."--c31 Date: -1/47/eHrs.: lf` v /2 ,,...e1. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F,D. Form F.P. 113 ECLIPSE ENGINEERING ECLIPSE -ENGINEERING . C O M Structural Calculations Back of House Steel Storage Shelving - S Series By Lozier Uniqlo - Store #87 Westfield Southcenter 141 Southcenter Parkway - Space #718 Seattle, Washington RECEIVED Prepared For: CITY OF TUKWILA Lozier Corporation FEB 0 2 2018 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED FEB 13 2018 City of Tukwila BUILDING DIVISION JAN 24 2018 Please note: The calculations contained within justify the seismic resistance of the shelving for both vertical and lateral forces as required by the 2016 California Building Code, ASCE 7-10, and RMI — MH16.1 (2012). This storage shelving is not accessible to the general public. MISSOULA ll3 WestMain, Sole & Mi ma%MT 59802 Phase (406)7215733 • Fax (406)552-4768 COLUMBIA FALLS SPOKANE BEND PORTLAND 729 NedeusAve, SiVe D, C,Mtnda Fah, MT 59972 Phone (406)862-3715. Fax (408) 552-4768 421 West MveisideAve.. Sie 421 Spokane, WA98201 Plane (509)921-7731. Fax (406) 562-4768 376 SW BILI Drive, Suite 8, Bend, OR 97702 Plane (541) 3899659 • Fax (406)552-4769 111SW Camila Streek Sie 1090 Poland, OR97201 Phone: (503) 3954229 4ax (406)5524768 ECU PSE ENGINEERING Uniqlo - Store #87 Seattle, WA STEEL STORAGE RACK DESIGN - Back of House IBC & CBC & ASCE 7 -15.5.3 Shelving Geometry: Total Height of Shelving Unit - ht := 10• ft Width of Shelving Unit - w := 4. ft Depth of Shelving Unit - d := 24• in Number of Shelves- N:= 7 ht Vertical Shelf Spadng - S := = 20• in Avg. Spadng (N-1) Shelving Loads: Maximum Live Load on each 24" shelf is lOpsf - Note on placards fastened to shelving units: Weight per shelf - Design Live Load on Shelf - Wt:= 80.1b wt LL:= — = 10•psf w•d Dead Load on Shelf - DL := 2.5. psf Section Properties of 3/4" x 1 1/2" x 16 Gauge Steel Channel : Modulus of Elastidty of Steel - E := 29000. ksi Steel Yield Stress - FY := 33. ksi 1/7/2018 RVC Physical Dimensions of Channel : Channel Width - out -to -out - b := 1.50. in Channel Depth - out -to -out - h := 0.75. in Radius at Comers- Rc:= 0.188•in Channel Thickness- t:= 0.06•in Section Modulus in x and y - Sx := 0.0564. in3Sy:= 0.0595• in3 Moment of Inertia in x and y - IX := 0.0489. in4 Iy := 0.0223. in4 Radius of Gyration in x and y - r„:= 0.4767• in Ty := 0.3222. in Full Cross Sectional Area - Ap := 0.2151. int Assumed: Shelves are evenly spaced across height of shelving unit. Length ofUnbraoedPost- Lx:= S=20•in Ly:= S=20in Lt:= min(LX Ly) Effective Length Factor - KX := 1.0 Ky : = 1.0 Kt := 1.0 1 ;ECLIPSE ENGINEERING Uniqlo - Store #87 Seattle, WA Density of Steel - psteel := 490• pcf Weight of Post- Wp:= psteel- Ap•ht Wp = 7.321b VerticalDLonPost- Pd:=DL•w•0.5•d•N+Wp Pd=77.321b Vertical LL on Post - Pi := LL- w• 0.5. d• N Pi = 280 Ib Total Vertical Load on Post - Pp := Pd + PI Pp = 357.32• Ib Floor Load Calculations : Weight of Mobile Carriage: Wc := 0.1b Total Load on Each Unit: W:= 2• Pp + We W = 714.61b Area of Eadi Shelf Unit: Au := w• d A„ = 8ft2 Floor Load under Shelf: PSF := W. Au 1 PSF = 89• psf NOTE: SHELVING LIVE LOAD IS LESS THAN 100 PSF ALLOWABLE FOR FLOOR SLAB LOADING Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure for Shelves that are "NOT OPEN TO THE GENERAL PUBLIC" "Ss ", "S1� " "Fa" & "Fv " values were attained from 'USGS' "Seismic Hazard Cures & Uniform Hazard Response Spectra Program 1/7/2018 RVC Importance Factor - IE := 1.0 Determine SS and Si from maps - S:= 1.458 S1: = 0.544 Determine the Site Class - Class D Determine Fa and F„- Fa:= 1.000 F„:= 1.500 Determine SMS and SMl_ SMS:= Fa- Ss=1.458 SM1:= F„•S1=0.816 Determine SDs and SDI _ SDs := 3 • SMS = 0.972 SDI := 3 • SM1 = 0.544 Structural System - Section 15.5.3 ASCE-7: 4. Steel Storage Rados R : = 4.0 ap:= 2.5 Average Roof Height - Height of Rack Attachment - Total Vertical DL Load on Shelf - S0:=2 Ip := IE = 1 hr:= 20.0•ft z:= 0•ft Wp Wd := DL• w• d + 2. N Total Vertical LL Load on Shelf - W1:= LL w• d Cd := 3.5 Rp:= R (01-0” For Ground floor) Wd = 22.09121b Wi = 801b 2 ECU PSE ENGINEERING Seismic Base Shear Factor - Shear Factor Boundaries - For ASD, Shear may be reduced - Seismic DL Base Shear - DL Force per Shelf : Uniglo - Store #87 Seattle, WA 0.4ap•SDs r Rp hr) Ip Vtmin := 0.3• SDS Ip Vtmax := 1.6•SDS•Ip Vt = 0.243 Vtmin = 0.2916 Vtmax = 1.5552 1/7/2018 RVC Vt:= if(Vt > Vtmax, Vtmax, if(Vt < Vtmin, Vtmin, Vt)) = 0.292 Vt Vp := — = 0.208 1.4 Vtd := Vp• Wd• N = 32.21 Ib Fd := Vp• Wd = 4.61b Seismic LL Base Shear- Vti := Vp• WI. N = 116.641b LL Force per Shelf : F1: = Vp• Wi = 16.661b 0.67 * LL Force per Shelf : F1•67 := 0.67. Vp. W1= 11.16 Ib Force Distribution per ASCE-7 Section 15.5.3.3: Load Case #1: Each Shelf Loaded to 67% of Live Weight Cumulative Heights of Shelves - H:= 0.S+ 1.S+ 2•S+ 3•S+ 4.S+ 5•S+ 6•S= 35ft Total Moment at Shelf Base - Total Base Shear - Vtotal := Vtd + 0.67 Vti Vertical Distribution Factors for Each Shelf - Mt:= H•Wd+ H•0.67•Wi= 2649.19ft•Ib Vtotai = 110.361b Wd• 0.0. S + WI. 0.67. 0.0. S C1:= M = 0 F1:= Ci.(Vtotai) = 0 t Wd•1.0•S+ WI. 0.67.1.0•S C2:= M – 0.048 F2:= CZ (Vtotai) = 5.261b t Wd• 2.0• S + WI. 0.67.2.0• S C3:– M – 0.095 F3:= C3•(Vtotal) = 10.511b t Wd•3.0•S+ Wi 0.67.3.0•S C4:= M = 0.143 F4:= C4•(Vtotal) = 15.771b t Wd•4.0•S+ W1•0.67.4.0•S C5:= M = 0.19 F5:= C5•(Vtotal) = 21.021b t 3 ECU PSE ENGINEERING Wd• 5.0• S + WI. 0.67.5.0• S C6:=. M — 0.238 F6:= C6.(Vtotal) = 26.281b t Wd•6.0•S+ WI. 0.67.6.0•S C7:= M — 0.286 F7:= C7 (Vtotal) = 31.531b t Wd•7.0•S+ WI. 0.67.7.0•S C8:= M — 0.333 F8:= C8•(Vtotal) = 36.791b t Wd•8.0•S+ WI.0.67.8.0•S Cg:= M — 0.381 Fg:= C9•(Vtotal) = 42.041b t Wd• 9.0• S + WI. 0.67.9.0• S Flo C1o'(Vtotal) = 47.31b F11 C11.(Vtotal) = 52.551b F12 C12. (Vtotal) = 57.811b Uniqlo - Store #87 1/7/2018 Seattle, WA RVC C10:= M — 0.429 t Wd • 10.0. S + WI- 0.67. 10.0. S C11:= M — 0.476 t Wd•11.0•S+ W1•0.67.11.0•S C12:= — 0.524 Mt C1 + C2 + C3 + C4 + C5 + C6 + C7 = 1 Coeffidents Should total 1.0 Note: c8 -C12 Not Use for This Analysis Load Case #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Mta:= (N — 1)•S•Wd + (N — 1)•S•W1= 1021ft•lb Total Base Shear - Vtotal2 Vtd + F1 = 48.87 Ib Wd•O.0•S+ 0•W1.0.0•S Cla := M — 0 to Wd•(N — 1)•S+ WI. (N — 1)•S Ctop:= — 1 M to Fla C1a4Vtotal2) = 0 Ftop : = Ctop' (Vtotal2) = 48.87 Ib Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. 4 ECLIPSE ENGINEER ING Column Design in Short Direction : Bending Stress on Column - Allowable Bending Stress - Uniqlo - Store #87 Seattle, WA (h Ms:= 20.5• \ 3t – 6in) (Vtotai) fbX := Ms. SX 1 Fb:= 0.6.Fy Ms= 78.2ft•Ib fbx = 16.6• ksi Fb = 19.8. ksi Bending at the Base of Each Column is Adequate Note: Analysis assumes free-standing unit, but unit is actually anchored to the wall. Therefore analysis is conservative. Moment at Screw Connection at Each Spanner Beam: Shear on each Screw - Ms dr := 0.25• in Vr := — = 2351b Ar := dr. t = 0.015• in2 4.in Capadty of #10 Screw - Vscrew 4261 b Per Scafco SCREW CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: Ev := 0.2• SIDS. (DL + LL) • w• d Vertical Dead Load of Shelf: D:= (DL + LL) • w• d Ev = 19.441b D=100Ib Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := Ev-0.6•D Fu=-40.56Ib Note: This uplift load is for the full shelf. Eadi shelf will be connected at eadi comer. Number of Shelf Connections: Nc := 4 Uplift Force per Comer: Fuc:= c 1/7/2018 Fuc = –10.141b NOTE: Since the uplift force is negative, a mechanical connection is not required. RVC 5 ECL1PSE ENGINEERING Uniqlo - Store #87 Seattle, WA Find Allowable Axial Capacity of Post: 2• E 2 E (Tex – 162.6•ksi gay 1 2 – 74.3•ksi [(Kx.Lx).rx– [(Ky)ry J 6e:= min(aex, bey) = 74.3•ksi Polar Radius of Gyration - r0 : = 1.408. in Torsion Constant - ] := 0.0003• in4 Warping Constant - Cw := 0.0045• in6 Shear Modulus - G := 11300• ksi 1Tr2 • E• Cwt • [G• + I 6t= 15.5008•ksi Ap• r2 kKt• Lt�2 7,(0)2 2–rX2–ry2=-1.2851•in :=p 1– r=0.167 `r0 � Fet: 2. • [(e+ crt) – /(ae+ at�2 – 4• (i• Qe• v] = 13.15• ksi Elastic Budding Stress- Fe:= if(Fet < 6e' Pet, oe) FY — = 1.5844 Fe Nominal Buckling Stress - Factor of Safety for Axial Comp. - Allowable Axial Strength Stress - >,c2 0.877 F� := if Ac <_ 1.5, 0.658 • FY' 2 • Fy � J Stc:= 1.8 Fp•Ap Pa. 1/7/2018 Fe = 13.15• ksi Fp = 11.53•ksi Pa = 1378.1b RVC 6 ECLIPSE ENG i NEERING Uniqlo - Store #87 Seattle, WA Find Allowable Axial + Bending Load for Column : Nominal Column Capadty- Pa = 1377.73 Ib Axial Load on Column - Pp = 357.321b Safety Factor for Axial - Sic := 1.80 Safety Factors Induded in Nominal Capacities Safety Factor for Bending - Stb := 1.67 Critical Stresses - 'r2• E. Ix Pcrx:= – 34990.221b (Kx' Lx)2 1/c. Pp I ox := 1– –0.9816 Pcrx ) Controlling Case - fbx = 16.63. ksi Magnification Factor - Cm := 0.85 Combined Stress: Pp Cm• fbx —+ Pa Fb•ax = 0.987 1/7/2018 Tr2•E•Iy Pcry:= – 15956.681b (KY' Lyl2 itc•Pp1 = 0.9597 ocy := 1 – Pcry ) MUST BE LESS THAN 1.0 Final Design: UPRIGHT POSTS WITH SPANNER BEAMS AND X -BRACING ARE ADEQUATE FOR REQ'D COMBINED AXIAL AND BENDING LOADS Note: Analysis assumes free-standing unit, but unit is actually anchored to the wall. Therefore analysis is conservative. RVC 7 ELUDE ENGINEERING Uniqlo - Store #87 1/7/2018 Seattle, WA RVC Find Overtuming Fomes : Total Height of Shelving Unit - Ht:= ht = 10 ft Width of Shelving Unit - w = 4 ft Depth of Shelving Unit - d = 24. in Number of Shelves - N = 7 Vertical Shelf Spadng - S = 20. in Height to Top Shelf Center of G - htop := Ht htop = 10 ft Height to Shelf Center of G - he : _ (N 2 1) S [lc = 6.6667• ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rads and 67% of LL- W := (Wd + 0.67. Wi)• N W = 529.83881b Seismic Rads and 67% of LL - V := Vtd + 0.67• Vt1 V = 110.3578 Ib Ma := Fl. 0.S+ F2.1•S+ F3. 2. S + F4.3•S+ F5.4•S+ F6.5.S+ S Overtuming Rack and 67% of 11 - Weight of Rad< and 100% Top Shelf - Seismic Rack and 100% Top Shelf - Wa := Wd• N + WI Va := Vtd + F1 Overturning Rack and 100% Top Shelf - Ma := Vtd• he + FI' htop Controlling Weight - Wc:= if(W > Wa, W, Wa) Controlling Shear - Vc:= if(V > Va, V, Va) Controlling Moment- Mot:= if(M > Ma, M, Ma) M W Tension Force on Column Anchor - T := d — (0.60 — 0.14. SDS). 2c per side of shelving unit Tmax max(0• Ib, T) = 2761b V c Shear Force on Column Anchor - Vmax 2 = 55 Ib M := Ma = 797 ft. lb Wa = 234.63871b Va = 48.87191b Ma = 381.4 ft. Ib We = 529.8391b Vc = 110.3581b Mot = 797.03ft. Ib = 275.61 Ib USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"(I) x 2-5/8" embed installed per the requirements of Hilti Allowable Tension Force - Ta := 1107.1b For 2500psi Concrete Allowable Shear Force - Va := 1156.1b Combined Loading - "f•Tmax I+ (1/'Vmax — 0.848 0.7•Ta i 0.7•Va ) 12 := 2.0 For Concrete MUST BE LESS THAN 1.0 8 `,ECLIPSE ENGINEERING Uniglo - Store #87 1/7/2018 Seattle, WA RVC Strap X -Bracing on Backside of Shelving Units : Total Seismic Base Shear - Vc = 110.4 Ib Vc Vb := 2 = 55.21b Shear Force on Backside into Braces - Number of Shelf Racks Supported by Brace - Tension Force into Brace - USE 0.75" x 16ga STRAPS Nb := 2 End Units and Every 4 Units Tb := NI).Vb2 + Width of Strap - bs:= 0.75• in Thickness of Strap - ts:= 0.06• in Area of Strap - As := bs is Tb Tension Stress in Strap - ft:= As Allowable Tension Stress - Ft := 0.6.33. ksi (Vb. ht )2 w Tb = 297.151b As = 0.045.11.12 ft=6.6•ksi Ft = 19.8• ksi USE #10 SCREWS or RIVETS TO CONNECT STRAP TO FRAME. : Shear Capadty of #10 Screw - ConnedConnecting to 18ga metal Number of Screws Required - Vc := 426.1b per scafco Tb Ns: V c Ns= 0.698 9 ; ECLIPSE ENGINEERING Uniqlo - Store #87 1/7/2018 Seattle, WA Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - hr = 20 ft Height of Rads Attachments - zb := z + ht = 10 ft 0.4•ap•Sps' zb) Seismic Base Shear Factor - Vt : _ • 1 + 2• — Rp hr ) Ip Shear Factor Boundaries - Vtmin 0.3• Sps• Ip Vtmax:= Seismic Coeffident - Number of Shelves - Weight per Shelf - Total Weight on Rack - Seismic Forte at top and bottom - Connection at Top: Standard Stud Sparing - Width of Rack - Number of Connection Points - on eadi rack Force on each connection point - 1.6• Sm. Ip (Mean Height of Roof) (At Top for fixed racks connected to walls) Vt = 0.486 Vtmin = 0.2916 Vtmax = 1.5552 Vt:= if(Vt > Vtmax, Vtmax, if(Vt < Vtmin, Vtmin, Vt)) = 0.486 Vt := Vt. 0.7 = 0.3402 N=7 Wt=80Ib WT:= 2. PD 0.7• Vt• WT Tv:= 2 Sstud 16• in w=4ft 'w Nc:= floor \ Sstud Tv Fc. N c Ib Capadty per indi of embedment - Ws := 135.— in 35•-in Required Embedment - For Steel Studs: Pullout Capadty in 20 ga studs - Per Scafco Fc ds. W s WT = 714.61b Tv = 85.1 Ib Nc=3 Fc = 28.41b ds = 0.2101• in T20 := 76.1b For #10 Screw -Screw Values in Light Gauge Steel Members MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE RVC 10 's ECLIPSE ENGINEERING. k := 1000.1b Uniglo - Store #87 1/7/2018 Seattle, WA RVC LIGHT GAUGE STEEL WALL FRAMING ksi := k• in 2 psi:= lb. in— 2 psf:= Ib•ft 2 plf:= Ib•ft 1 Wall Studs @ 16" o.c. (assume simple span): Interior Non-bearing Wall Studs: Height of Wall Stud: h:= 16.00• ft Components&Cladding Wind Pressure on Stud: pw := 5• psf Horizontal Force from Seismic Load at top of shelving units: PE := Fc = 28 Ib Location of Horizontal Force: hF:= Ht= 10ft hb:= hs— hF= 6 f Modulus of Elastidty: E := 29000ksi Steel Yield Strength: F:= 33ksi 20Ga Stud Design Data (LOOK AT: 362S125 - 30): Conservative Spadng of Studs supporting Roof Loads: ss:= 16. in Area of Stud: A := 0.194in2 Radius of Gyration, y: ry := 0.415in Section Modulus: 5, := 0.210in3 Radius ofGyration,x: rx:= 1.402in Moment of Inertia: I := 0.375in4 Allowable Bending Fb := 0.66 Fy 21.78 ksi Stress: - - Effective Width of Element: w := 1.25in Thickness of Element: t:= 0.0312in Number of Studs: N := 1 Effective Length Factor: K := 1.0 Axial Load on Stud Wall: Transverse Pressure on Studs: Unbraoed Length, y: Capacity of Studs: Budding Stresses: Pv• 2 ww:= Pw•Ss Ly := 1.00ft Unbraced Length, x: (8. psf) • hs• ss 2 E Fey := — 342.3193. ksi K•Lyl ry) Py=85•Ib ww = 6.7• plf Lx := 16.00ft 2 TC E Fex :_ = 15.2613• ksi K•Lx12 rx ) 11 ECLI PSE ENGINEERING Capacity of Studs - cont'd: Allowable Stress: Effective Area: Nominal Axial Strength: Pn2:= Allowable Axial Load: Maximum Design Moment: Maximum Design Shear: Actual Bending Stress: Actual Shear Stress: Uniqlo - Store #87 1/7/2018 Seattle, WA RVC Fe := if(Fey < Fex, Fey Fex) = 15.2613• ksi F Fn := i Fe > 2 , Fy. 1— Fe 1, FA = 15.2613• ksi 4 J J Ae:= A.N = 0.194•in2 Pn := Ae Fn = 2961.1b A 72• E — 1346.1b 25.7. w t)l Factor of Safety: Sty := 1.8 Pa := Pn = 1645• Ib Pa = 19.275 S2� Pv M:= V:= / ww• hs 8 J + hs )21 � PE. hF hb ) — 320• ft lb ww•hs \ l+ (PE. PE hF _ 71•Ib J 2 hs ) fb :_ - = 18.2685• ksi fv := A = 0.3663• ksi Combined Axial and Bending Stresses: fb + Pv = 0.891 Fb Pa 362S125-30 STUDS @ 16" o.c. ARE SUFFICIENT FOR WALL FRAMING. 12 :ECLIPSE ENGINEERINIG Uniqlo - Store #87 Seattle, WA Connection to the Existing Slab: Down Force 1/7/2018 Minimum Concrete Strength - fc := 2500• psi (Assumed) Thidmess of Concrete Slab - tc := 4.0• in (Assumed) Allowable Soil Bearing Pressure - fsoii := 500. psf (Assumed - Conservative) Bearing Loads From Post - PDL := Pd = 77 lb dbase 1 in PLL:= PI = 280Ib Factored Bearing Loads From Post - Pmax 1.2• PDL + 1.6• PLL = 541 Ib Required Bearing Area - Areq := Poi + PLL — 102.91• int I := Areq = 10.14 in fsoil 1 d Critical Section - dcrit 2 — dbase tc Critical= 0.571n Soil Pressure on Crit Section - Ws := Pmax 12• in = 756.72. plf Areq Shear Perimeter- b0:= 4.(tc + dbase) = 20. in RVC Plain Concrete Section Modulus - Shear Stress - Two Way Punching Shear Bending Stress - Nominal Shear Capadty - Nominal Moment Capadty - 12.in. tc2 S:= — 32.in3 6 Pmax fv:= — 6.76. psi bo. tc Ws' dcrit2 fb:= 2 S—0.32•psi .4)F„:= 0.55- 2.66. fc• psi = 73.15. psi cl)Fb := 0.55.5• f• psi = 137.5• psi if(ff < (1)F,,, "Shear Strength OK” , "Shear Not Adequate") = "Shear Strength OK" if(fb < (1)Fb, "Bending Strength OK" ,'Bending Not Adequate") ="Bending Strength OK" EXISTING CONCRETE FLOOR SLAB ISADEQUATE TO SUPPORT THE REQUIRED BEARING FORCES 13 usGs Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4588°N, 122.26125°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.458 g Sl = 0.544 g SMS = 1.458 g SMl = 0.816 g Sos = 0.972 g Spl = 0.544 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0 S!7 1.V1 1:1] 1.110 FACER Response Spectrum ate 0.20 11u1 040 OW 1J00 1.20 L#0 1.00 i.137 207 Period. T (ser) Tic 0 L10 1.07 1137 u.s7 1170 Deerto Response Spcctcum 1111 as0 0.20 1110 11m a00 am ma 0b7 am LW 1.20 L{0 1.40 1Jl7 7_07 Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. www.hilti.us 1■■11`T1 Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Eclipse Engineering, Inc Robert VanCamp Page: Project: Sub -Project I Pos. No.: Date: 1 5/31/2017 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS -EZ (KH -EZ) 3/8 (2 1/2) Effective embedment depth: hef,act = 1.860 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR -3027 Issued I Valid: 2/1/2016 1 12/1/2017 Proof: Design method ACI 318-14 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (b)) Shear load: yes (17.2.3.5.3 (a)) Geometry [in.] & Loading [Ib, in.lb] Z NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCULATIONS FOR ACTUAL V & T AND UNITY CHECK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us I�III�TI Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Eclipse Engineering, Inc Robert VanCamp Page: Project: Sub -Project I Pos. No.: Date: 2 5/31/2017 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity DN/ tiv [%,] Status Tension Concrete Breakout Strength 300 1051 29 / - OK Shear Pryout Strength 100 1509 - / 7 OK Loading 131,1 �v / i; Utilization j3N,v [%] Status Combined tension and shear loads 0.285 0.066 5/3 14 OK Convert to ASD = 3 Warnings Multiply by 0.7 • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hill AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hitti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Eclipse Engineering, Inc Robert VanCamp Page: Project: Sub -Project I Pos. No.: Date: 1 5/31/2017 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hef,act — 2.000 In., hncm = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 6/1/2016 15/1/2017 Proof: Design method ACI 318-14 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (b)) Shear load: yes (17.2.3.5.3 (a)) SAFEzET Geometry [in.] & Loading [Ib, in.Ib] Z w� co NOTE: SHEAR AND TENSION FORCES ARE PROVIDED TO CALCULATE ANCHOR CAPACITY -REFERENCE THE CALCULATIONS FOR ACTUAL V & T AND UNITY CHECK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1•111aT1 Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Eclipse Engineering, Inc Robert VanCamp Page: Project: Sub -Project I Pos. No.: Date: 2 5/31/2017 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity DN / pv [%] Status Tension Pullout Strength 300 1107 28 / - OK Shear Steel Strength 100 1466 - / 7 OK Loading 13N PV / Utilization ON,v [%] Status Combined tension and shear loads 0.271 0.068 5/3 13 OK Convert to ASD = 3 Warnings Multiply by 0.7 • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0029 DATE: 02/05/18 PROJECT NAME: UNIQLO SITE ADDRESS: 141 SOUTHCENTER PI X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: P6 PM illib Building Division kM / Vc -vle Fire Prevention Planning Division Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 02/06/18 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWERcS INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 03/06/18 ❑ Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWERS INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLANIT CONSTRUCTION USA IIS Horne Espanol Contact Safety & Health Claims & Insurance ClikkWashington State Department of Labor & Industries Search L&i A -Z Index Help Page 1 of 2 My L&1 Workplace Rights Trades & Licensing PLANIT CONSTRUCTION USA INC Owner or tradesperson Principals STABILE, CLAUDIO TOMMASO, PRESIDENT Doing business as PLANIT CONSTRUCTION USA INC WA UBI No. 603 608 512 Parent company PLANIT CONSTRUCTION USA INC 4949 COTE VERTU SAINT-LAURENT, H4S 1E1 514-339-1112 OUT OF COUNTRY County Business type Corporation 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. PLANICU842LZ Effective — expiration 06/09/2016— 06/09/2018 Bond Great American Ins Co Bond account no. 5086386 $12,000.00 Received by L&I Effective date 06/08/2016 06/01/2016 Expiration date Until Canceled Insurance Evanston Ins Co Policy no. 3AA139046 $1,000,000.00 Received by L&I Effective date 11/06/2017 07/14/2017 Expiration date 07/14/2018 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, u some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603608512&LIC=PLANICU842LZ&SAW= 2/23/2018 PLANIT CONSTRUCTION USA Ir -1\ License Violations `- No license violations during the previous 6 year period. 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 657,431-00 ................................ Doing business as PLANIT CONSTRUCTION USA INC Estimated workers reported N/A L&I account contact Collections Dialer Unit, 800-301-1826 - Email: dialercollections@Lni.wa.gov Account is closed. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. 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 and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603608512&LIC=PLANICU842LZ&SAW= 2/23/2018 WESTFIELD SOUTHCENTER 141 SOUTHCENTER MALL SEATTLE, WA 98188 SPACE #718, STORE *0087' Plan review cpproval sub;sct to errors and omissions. Approval of const, ucton documents does not authorize the violation of any adopted coda or ordinance. Receipt of approved Field Copy and conditions is acknowledged: REVISIONS No changes shall bo made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may ins:ude additional plan review fees. I_rs ._J OR: Mechanical IPS Electrical eflumbing Gr Gas Piping City of Tukwila BUILDING DIVISION I"n kiitikiaart en "key dryr Itr b Hoots, flogs I . JCPern� 4 CellI SPACE LOCATION PLAN U 2015 ARCVISION, INC NO MODIFICATIONS TO TEMPLATE SET BY ANY OTHER ARCHITECT WITHOUT UNIQLO APPROVAL. THIS DRAWING, THE DESIGN INDICATED, THE FORMAT AND ARRANGEMENTS ARE THE PROPERTY OF FREDERICK J. GOGLIA, NCARB, RDI. ANY USE OR REUSE OF ORIGINAL OR ALTERED DESIGN MATERIALS BY THE CLIENT, AGENTS OF THE CLIENT OR OTHER PARTIES WITHOUT THE REVIEW AND WRITTEN APPROVAL OF THE DESIGN PROFESSIONAL SHALL BE AT THE SOLE RISK OF THE OTHERS. FURTHERMORE THE CLIENT AGREES TO DEFEND, INDEMNIFY AND HOLD THE DESIGN PROFESSIONAL HARMLESS FROM ALL CLAIMS, INJURIES, DAMAGES, LOSSES, EXPENSES AND ATTORNEY'S FEES ARISING OUT OF MODIFICATION OR REUSE OF THESE MATERIALS. THE GENERAL CONTRACTOR AND/OR ALL SUB—CONTRACTORS WORKING FROM THESE PLANS AND SPECIFICATIONS ARE NOT TO SCALE SUCH INFORMATION BUT TO CONTACT THE ARCHITECT OR HIS REPRESENTATIVE REGARDING MEASUREMENTS, IF SUCH MEASUREMENTS DO NOT APPEAR CORRECT, ADD UP PROPERLY OR SCALE CORRECTLY TO THE INDICATED SIZE. DATE 02 Al/18_ 18_ 02L01L18 eANNAVNYAV SITE PLAN DESCRIPTION PERMIT SUBMITTAL_�� OWNER REVIEW • DESCRIPTION FREDERICK J. GOGLIA ARCHITECT, NCARB, RDI 1950 CRAIG ROAD, SUITE 300 ST. LOUIS, MO 63146 PH. (314) 415-2400 FAX (314) 415-2300 www.arcv.com OWNER UNIQLO USA, INC. 546-548 BROADWAY, 3RD FLOOR NEW YORK, NY. 10012 ATTN: TONY HU STORE DEVELOPMENT TEL: (347)556-4212 ARCHITECT FREDERIC J. GOGLIA 1950 CRAIG RD. SUITE 300 ST. LOUIS, MO 63146 ATTN: LANIE JOHNSON TEL: (314) 415.2400 FAX: (314) 415.2300 ENGINEER ECLIPSE ENGINEERING ROBERT VANCAMP, PE BEND, OREGON TEL: (541) 914.3576 LANDLORD WESTFIELD 2800 SOUTHCENTER MALL SEATTLE, WA 98188 ATTN: EMILY YEE TITLE: SR DESIGN MANAGER TEL: 773-372-0565 EMAIL:eyee®westfield.com PROJECT DIRECTORY PROJECT DESCRIPTIONS ISSUE STORAGE/ BOH RACKING FOR TENANT INFILL OF MERCANTILE OCCUPANCY. 02/01/18 ISSUE DATE DWG. �,-..��...M..�..�..._�,_...�._..�...�....�...�......�.,.�...,m ._.�....w....�..�,w..� NO. DRAWING NAME T-1 TITLE SHEET SH -1 LOZIER S—SERIES STORAGE RACK DETAILS r—REV E CODE COMPLIANCE APPROVED RECEIVED Fhb 1 3 2018 CITU OF TUKWILA W FEB O 2 201B LBUfri City ofTukwilaILDI = N PERMIT CENTER DRAWING INDEX _ CODES: BUILDING PLUMBING: MECHANICAL FIRE: ELECTRICAL: ENERGY: 2015 IBC W/STATE AMENDMENTS 2015 UPC W/STATE AMENDMENTS 2015 IMC W/STATE AMENDMENTS 2015 IFC W/STATE AMENDMENTS 2014 NATIONAL ELECTRICAL CODE 2015 WASHINGTON ENERGY CODE CONSTRUCTION TYPE: IIB USE GROUP CLASSIFICATION: MERCANTILE S-1 MODERATE HAZARD STORAGE NON—SEPARATED MIXED USE GROUPS OCCUPANCY CLASSIFICATION: BUILDING MERCANTILE TENANT MERCANTILE OCCUPANCY LOADS: TOTAL 297 OCCUPANTS SQUARE FOOTAGE: REFER TO TITLE BLOCK BELOW TOTAL 10,008 SQ. FT. FIRE SUPPRESSION SYSTEM: YES 1X NO IRI CODE REVIEW PROJECT AREA BREAKDOWN SALES 8,182 SF 760.1 SM SUPPORT 1,826 SF 169.6 SM TOTAL 10,008 SF 929.7 SM PROJECT NO; 170237 DRAWN BY; CMP CHECKED BY; LW PROTO VERSION 0413.2015 102/01/18 STORE 487 SPACE 4718 WESTFIELD SOUTHCENTER 141 SOUTHCENTER PARKWAY SEATTLE, TITLE SHEET 1 T-1 NOTE: SHELVING SYSTEM PROVIDED BY LOZIER SEE DETAIL 2 V4" STEEL NOTE: THE SHELVING SHALL BE ATTACHED 24", 36", -REF. 16 GA. UPRIGHT WIDE ELEVATIONS OR SHELF 48" SHELF w/ INTEGRATED CHANNEL BEAM TO THE EXISTING WALL STUDS ANDCOVER CONCRETE SLAB. NO NEW STUDS OR f� EXISTING WALL h�h RIVETS OR #14 „ 3/4 , STUD WALLS ARE REQUIRED. 4 P EXISTING STUD WALL TEK SCREWS (VI 4 \ �k./� FOR CROSS BEAM 2 � 4 I MIN. 1" II II '' ii ii a '' EMBED. 1L PLAN VIEW — STEEL STUD WALL A �- CROSS BEAM n n u _ ' •MINIMUM: •� / WIDE x 16 GA. 3/4" #10 TEK SCREW AT EACH WALL STUD SPACER,HPOST INTO & I►._ 1x4 SPACER Y / 'X' STRAPS EVERY FOURTH UNIT AND ALL 16 GA. SHELF TABS Cc? 2" ON CENTER 16 GA: STEEL CHANNEL <:::::2) . h* m END BAYS w/ MIN. (1) #8 TEK SCREW AT EACH END BEAM EACH SIDE CROSS BEAM ---J + V � � ` 1 i MIN. 1" EMBED. PLAN VIEW — WOOD STUD WALL EXISTING WALL NOTE: FOR / REF. BASE DETAIL CONNECTION - 7 3 ,r `` FASTEN TO BOLTS AT NOTE: REQUIRE BACK OR 24" BACK SHELVES BACK W/ (2) 1 /W,• TEK SCREWS O.C. TO BACK UNITS ONLY ONE 'X' BRACE STRAP PER PAIR: COVER 16 GA. UPRIGHT POST EXISTING STUD WALL a 'in d - NOTE: FOR 10' TALL UNITS, U S E (4) EVENLY SPACED CROSS BEAMS SHELVING POST 1x4 SPACER � (STING STUD WALL ' TEK SCREW FROM TOP OF UNIT, THROUGH SPACER SHELF �� To 1 -REF DETAIL 2 POST ATTACHMENT AND INTO WALL STUD WITH MINIMUM 1" EMBED: NOTE: EXISTING STUD WALL STUDS OR MIN. 22 GA. LIGHT MAY BE 2x WOOD GAGE STUDS. ` PER MANUFACTURER BACK TO BACK SHELVING AND X -BRACING 0 CROSS BEAM 2 SHELF BEAM CONNECTION +' WALL CONNECTION 3 CAUTIONARY NOTES; 1. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY BY ASSURING PROPER OPERATION, HOUSEKEEPING, AND MAINTENANCE OF THE RACK SYSTEM BY PROHIBITING OVERLOADING OF THE RACK SYSTEM AND REGULARLY INSPECTING FOR DAMAGE. 2. UPON ANY VISIBLE DAMAGE, THE PERTINENT PORTIONS OF THE RACK SHALL BE UNLOADED IMMEDIATELY BY THE USER AND THE DAMAGED PORTION SHALL BE ADEQUATELY REPAIRED OR REPLACED. 3. RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT USE A FORKUFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES. 4. SHELVING SHALL BE INSTALLED AND CONSTRUCTED PER THE MANUFACTURERS INSTALLATION GUIDUNES 48" 48" 48" 24" / PI UPRIGHT POST -REF. DETAIL 2 / / / / / / / / / / / / ' f // �// UPRIGHT POST@TYP -1-01, AT 04 0 e/ / / / / POST—INSTALLED / ANCHOR BOLT / / " " 1/4 0x1 SCREW SHLLI- / © - AT CROSS I BEAM ,� '� P EVERY �, v 1/41'0 TEK SCREW MIN. TO POST / / / 12 GA. FLOOR ANCHOR \\ i \� ii \\ // FOURTH AND END UNIT \\ �� \` %' \\ // a 00 12 GA. FLOOR z ANCHOR PLATE Z : a .• �, : , •j �•:.y f : :."SHELF k ' / X `\ ii \\1/ �` ii v0 ii '%\ ��� \` i, \\� Q P iii \`\ ,, \`‘ i1 \`�\ 0 I SINGLE POST BASE PLS (1) 3/8"��ANCHOR BOLT 2-5/8 EMBED. (SEE NOTE NO. 3) AT EACH EXTERIOR POST REF. ELEVATIONS FOR LOCATIONS e ' A v t 1 FREE-STANDING WALL -SUPPORTED FIXED SHELVING SIDE VIEWS BASE PLATE (FIXED UNITS) 4 'LEASE NOTE REFERENCE THAT THE ARCHITECTURAL ARCHITECTURAL PORTION OF FOR FULL FLOOR PLAN. THE TENANT IMPROVEMENT SHALL BE COVERED UNDER A SEPARATE PERMIT. NOTES; BACK OF HOUSE (NOT OPEN TO THE PUBLIC) EARTHQUAKE DESIGN DATA: 1) DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND a) Seismic Importance Factor, IE = 1.0 (Not Open to Public) CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE CBC 2016 EDITION Risk Category II 2) STEEL FOR ALL SHAPES IS Fy = 33 KSI (EXCEPT AS NOTED) b) Mapped Spectral Response Accelerations, 3) ALL ANCHORS ARE HILTI KWIK BOLT TZ (ESR -1917) OR APPROVED EQUAL Ss = 1.458 and Si = 0.544 (SPECIAL INSPECTION REQUIRED — REFERENCE SCHEDULE BELOW) c) Site Class = D 4) EXISTING CONCRETE SLAB =MIN. 4" THICK SLAB—ON—GRADE d) Spectral Response Coefficients, ; ... REVIEWED WITH F'c = 2500 PSI AND 500 PSF SOIL BEARING PRESSURE SDS = 0.972 and SD1 = 0.544 d✓O®� C®��I 5) STORAGE SHELVING CAPACITY = 10 PSF (80LBS) PER LEVEL e) Seismic Design Category = D 6) ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN CONFORMITY WITH f) Basic Seismic—Force—Resisting System(s) 1— APPRO I THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A Non -Building Structures, Steel Storage Rks • PERMANENT PLAQUE, EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING THE g) Design Base Shear = 110 Ib FEB 13 MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL h) Seismic Response Coefficient, Vt = 0.20 i) Response Modification Factors, 7) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE RMI 8) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN R = 4.0 THE TOP OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS j) Redundancy Factor, p = 1.0 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC k) Analysis Procedure per ASCE 7, Sec. 15. •.1 City Of Tuk 10) SHELVING UNIT'S MAXIMUM "OUT—OF—PLUMBNESS" SHALL BE 0.50 INCH IN 10 FT. BUILDING DI`/ 11) SHELVING SHALL BE INSTALLED AND CONSTRUCTED PER THE MANUFACTURER'S INSTALL INSTALLATION GUIDELINES. HALLWAY 106 BACK O F HOUSE \ STOCKROOM LAYOUT ®� ROOM 108 \ I A Q F O ST100 48x24x120" SHELVING I~ i 6R2°') ^ ANCHORED TO WALL FRAMING STATEMENT OF SPECIAL INSPECTION Fi l x (7) SHELVES MAX AT 80LBS PER SHELF VERIFICATION AND INSPECTION PERIODIC STANDARD KWIK BOLT TZ INSPECTED BY CONFIRM ANCHOR TYPE X HILTI TZ, 3/8" DIA X 3" LONG - PER ICC -ES ESR -1917 SECTION 4.4, 7.0, FIGURE 2, 3 INSPECTOR STOCK ROOM ErI CONFIRM CONCRETE COMPRESSIVE STRENGTH X MINIMUM 2500 PSI 110 Fr. CONFIRM CONCRETE THICKNESS X 4' MINIMUM (BRt01) E. t HOLE DIAMETER X HILTI TZ, 3/8" DIA X 3" LONG - PER ICC -ES ESR -1917 SECTION 4.4, 7.0, FIGURE 2, 3 INSPECTOR (SI100) TY,. or a� BOH Shelving from :Loafer 1w) O �� 11311111P� CLEAN OUT OF HOLE X BULB/BLOW OUT - PER ICC -ES ESR -1917 SECTION 4.3, 4.4 INSPECTOR L� I (8R101) MINIMUM ANCHOR SPACING X ICC-ES` 2.25' -PER ICES ESR -1917 SECTION 4.4, TABLE 3 INSPECTOR � 5 e�� Cd,._ ��s,a....._ , �, A' MINIMUM ED GED (STANCE X 2.5" -PER ICC -ES ESR -1917 SECTION 4.4, TABLE 3 INSPECTOR I ,.E,n� ,.�• , .I�� i ;ci _ • j ANCHOR EMBEDMENT X 2'2.25" -PER ICC -ES ESR -1917 SECTION 4.4, TABLE 1, 3 INSPECTOR TIGHTENING TORQUE X 23-25 FT -LBS -PER ICC -ES ESR -1917 SECTION 4.3, 4.4, TABLE 1 INSPECTOR Note: Inspection to be completed by a 3rd party Inspector X PARTIAL FLOOR PLAN & SHELVING RACK LAYOUT GENERAL NOTESN a n t FOR IANCE 18 ✓ila ISION JAN 24 2018 V z ccc w w z V 9 UNA z IZ7Yw 00 mow/ LIQ 0 0 J C z WESTFIELD SOUTHCENTER 141 SOUTHCENTER PARKWAY - SPACE #718 SEATTLE, WASHINGTON w� w ci? w co oif...C. g w woo O� _I 0 w 0 UJ w w 0) w 0 z w w z_ 0 z w w in 0 J w z 0 z 0 w �z 20cci z M > 0 w m 0 CIT PROJECT #: 18-01-125 DATE: 1-8-20 SHEET SH -1 RECEIVED Y OF TUKWILA FEB 0 2 2018 EMIT CENTER