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Home My WebLink AboutPermit D16-0178 - BOX LUNCH - STORAGE RACKSBOX LUNCH 800 SOUTHCENTER , D 16-017 8 � � 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.�ov DEVELOPMENT PERMIT Parcel No: 9202470010 Address: 800 SOUTHCENTER MALL Permit Number: D16-0178 Issue Date: 7/25/2016 Permit Expires On: 1/21/2017 Project Name: BOX LUNCH ' Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD, CA, 92013 Contact Person: Name: JACOB WEBSTER Address: Contractor: Name: Address: License. No: Lender: Name: 1236 PORTOLA AVE , TORRANCE, CA, 90501 OWNER AFFIDAVIT �, BOX LUNCH Phone:(310)702-7852 Phone: Expiration Date: Address: 18305 E SAN JOSE AVE , CITY OF INDUSTRY, CA, 91748 DESCRIPTION OF WORK: INSTALlATION OF 10 FT HIGH STOCKROOM SHELVING FOR EXISTING BOX LUNCH RETAIL STORE AT SOUTHCENTER MALL Project Valuation: $7,500.00 Fees Coltected: $424.58 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIIB Occupancy per IBC: M Electrical Service Provided by: TUKWILA 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: Public Works Activities: 2015 National Electrical Code: 2015 WA Cities Electrical Code: 2015 WAC 296-466: 2015 WA State Energy Code: 2015 2014 2014 2014 2015 Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No ,/��,,� � Permit Center Authorized Signature: 'N6 � Date� �� 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: � Date:`7 � a-�"` �!a Print Name: �Q.. ( 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 PERM17 CONDITIONS*** 2: Work shail 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 shail 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 shali 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: Ail construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 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: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 19: Install mechanical stops or bumpers on the rack structure so that when mobile racks are rolled together, a minimum 6 inch transverse flu space is maintained every 4 ft. along the length of the racking, If additional clarification is needed, contact AI Metzler at 206-971-8718. 10: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems invoiving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 13: 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) 12: 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) 14: 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) 15: 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) 16: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 17: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 18: 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** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC ��1Lq k, J 4sy p �� Z � � ,� � ��, l 2 ' 190a CITY OF TUKWILA Community Development Department Pub[ic Works Department Permit Center 6300 Southcenter Blvd., Suite ] 00 TuMvila, WA 98188 http://www.Tukwi laW A. �ov SITE LOCATION Building Permit No. ��, �- a �7 g Project No. Date Application Accepted: '�'j'E"� �Q Date Application Expires: ��= ��,^� use 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** S�te Address: g00 Southcenter lvlall Tenant Name: BOX LuriCh PROPERTY OWNER Name: Westfteld Address: 2g00 Southcenter Mall City: Seattle State: WA Z'p' 98188 CONTACT PERSON — person receiving all project communication Name: Jacob Webster Address: 1236 Portola Ave City: Torrance State: CA Z'p� 9050] Phone: �310) 702-7852 Fax: Email: �,�,ebsterjacob@aoLcom GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: Suite Number: 228 Floor: � _ New Tenant: ❑ .....Yes m ..No pRCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Eclipse Engineering Engineer Name: Rolf Armstrong Address: 376 SW Bluff Dr City: Bend State: OR Z'p' 97702 Phone: �541) 389-9659 Fax: (541) 312-8708 Email: LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: R... / _ / Address: City: ��y � �N��v State:/'A Zip: H:�Applications\Forms-Applications On Line�201 I Applications\Permit Application Revised - 8-9-I I.docr Reviscd: Augus12011 Page 1 of4 bh � Bi�ILDING PERMIT INFORMATION-206-431-3670 Valuation of Project (contractor's bid price): $ �,500 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): ]nstallation of ] 0' high stockroom shelving for existing Box Lunch retail store at Southcenter Mall Will there be new rack starage? �.....Yes ❑.. No Ifyes, a separate permit and plan submittal will be required. Provide Ali Building Areas in Square Footage Below Addition to Type of Type of Existing Construcrion per Occupancy per Existin Interior Remodel Structure New IBC 1BC IS` Floor 275 2-B 2" P(oor 3` Floor Floors thru Basement Accessory Structure* Attached Garage Detached Gazage 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: Will there be a change in use? ❑....... Yes FIRE PROTECTION/HAZARDOUS MATERIALS: �....... No Compact: Handicap: If"yes", explain: �....... Sprinklers � ....... Automatic Fire Alarm ❑ ..:....None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑....... Yes .......No !f "yes', attach list of materia/s and storage locations on a separate 8-//2" x 11 " paper including quantities ar:d Malerial Safety Data Sheets. SEPTIC SYSTEM ❑.......On-site Septic System — For on-site septic system; provide 2 copies of a current septic design approved by King County Heafth Department. H:\Applications\FormvApplications On Line�201 I ApplicationsU'ermit Applicntion Revised - 8-9-1 I.docx Revised: August 2011 Page 2 of 4 bh PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply �vith 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 exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 HGREBY 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 Date: 06/22/2016 Print Name: J�ob Webster Day Telephone: (310) 702-7852 Niailing Address: 1236 Portola Ave Torrance CA 9050] Ciry State Zip H:\Applfcations\Forms-Appliwtions On Line�2011 Applications\Pcrmit Application Revised - 8-9-I I.docx Revised: Augus� 201 I Page 4 of 4 bh Date Paid: Friday, July 22, 2016 Paid By: JESSICA ROBINSON Pay Method: CREDIT CARD 09380G Printed: Friday,luly 22, 2016 1:46 PM .. 1 of 1 e. s�. .y ,YSTEMS Date Paid: Friday, June 24, 2016 Paid By: JACOB WEBSTER Pay Method: CHECK 2485 Printed: Friday, June 24, 2016 10:40 AM 1 of 1 SYSTEMS . . `:. , INSPECTION RECORD � � Retain a copy with permit �� d 1�� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Bivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 I 1&I Approved per applicable codes. � Corrections required prio� to approval. �_�l U paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. � 741 Marine Drive, Bellingham, WA 98225 www.geotest-inc.crom �' C��OTC'ST 20611 67th Ave. NE. Unit A. Arlington, WA 98223 phone: (360) 733.7318 toll free: (888) 251.5276 fax: (360) 733. 7418 EXPANSION ANCHOR INSPECTION REPORT PROJECT: Box Lunch JOB #: 16-0362 ADDRESS: 2800 Southcenter Mall, #228, Tukwila, WA REPORT #: EA001 PERMIT #: D16-0178 DATE: 8/18/2016 CLIENT: Mobile Media Storage Solutions PAGE #: 1 of 1 CONTRACTOR: Mr. Racks INSPECTOR: Kevin Richardson Item(s) Inspected Location A-(8) Hilti KH-EZ Anchors - 3I8" x 4' A.3 to A.611.3 to 1.6 Anti•Tip Track to SlabOn-Grade Connection 8-(8) Hilti KH-EZ Anchors - 3l8' x 3' A.311.3 to 1.6 - Faed Rack to Slab-On-Grade ConnecGon C-(12) HiIG KH-EZ Anchors - 318' x 3' A.711.2 to 1.6 • Fixed Rack to Slab-On-Grade Connection D-(4) Hilti KH•EZ Mchors • 318' x 3' A.2 to A.311.1- Managers Desk to SlabOn-Grade Connection _ _ - — -- — — --- —_ - -- - — — - - Reference Drawing(s): A-6 and SH-1 Item(s) Inspected Comments Base Material Condition (� Concrete Drill Bit Type {� 3/8" Bit Hole Diameter/Depth � A- 3/8" / 4"; B, C, & D- 3/8" / 3" Hole Cleanliness (If Applicable) j� Cleaned Anchor Type/Name/Dimensions � Hilti KH-EZ Anchors Anchor Spacing/Edge Distance � Per Plan Anchor Embedment � A- 3.75"; B, C, & D- 2.75" Anchor Torque/Displacement `�i a0 ft. Ibs. Anchor ICC-ES Report y� ESR 3027 Other � The above items were conforming (� Nonconforming Items (see below) (� Comments: GeoTest was on site as requested to perform special inspection of the above mentioned storage racks (concrete slab to rack connections). GeoTest observed the complete installation of anchors at A and D location, at B and C anchors were installed upon arrival and GeoTest verified tightness. Work was found to conform with the approved drawings and manufacturers installation instructions. �� 1�1 COPIES: Mobile Media Storege Solutions 1 � �,�,ve�� 1 This report shall not be reproduced excepl in full, without the written approval of GeoTest Services, Inc. 0 0 « 0 0 :: EC� Lt PS E E N G I N E E R I N G Structural Calculations Steel Storage Shelving By Mobile Media Storage Solutions PO #172360SC Box Lunch - Store #4530 E C L I P 5 E— E N G I N E E R I N G. C O M Southcenter Mall ,� � - �� 633 Southcenter Mall S ace #228 � p Seattle, Washington 98188 Prepared For: Mobile Media Storage Solutions PO Box 177 Pine Bush, NY 12566 ��i��,��,�` p �ii�i � a� ��IEY I�.H JUN 24 2016 PERl�lIT CENTER J U �� . � 2016 REVIEUVED FOR CODE COMPLIANCE APPF�Q�I��? Please note: The calculations contained within justify the seismic resistance of the s�,�� both vertical and lateral forces as required by: the 2012 International Building Code, � and RMI — MH16.1 (2012). These storage shelves are not accessible to the general public. JUL 2 0 2016 of Tukwila NG DIVISiUfV x.... .. MISSOULA COLUMBIA FA�LS SPOKANE BEND West Main, Suite 8, MissoWa, MT 68802 728 Nudeus Ave, Suite D, Calumbia FaAs, MT 58812 421 West RlverSWe Ave., Su@e 421 Spokane, WA 88201 378 SW Blulf DAve, Sude 8, Bend, OR 8P02 rre: (406) 7215733 • Fa�c (406) 721�4888 Phone: (408) 892-2301 • Fax: 406-892-2�6 PhOne: (509) 921-7731 • Fa�c (509) 921-6704 Phone: (541) 38&6659 • Fare (541) 372�706 0 � �i EP LI PS E Box Lunch - Store #4530 5/19/2016 E N G I N E E R I N G Sedttl2, WA RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7& RMI Design Inputs: Steel Storage Shelving: Typical Shelf Unit Shelvin� Geometrv - Height of Shelving Unit = Width of Shelving Unit = Depth of Shelving Unit = Number of Shelves/Unit = Vertical Shelf Spacing = Back to Back Units? Are There Mobile Units? Shelvin� Loading - Maximum Weight per Shelf = Live Load per Shelf = Dead Load per Shelf = Weight of Each Post = Weight of Mobile Carriage = 10.0 3.5 3.0 8 17.1 YES YES ft ft ft Steel Yield Stress = 33 ksi Modulus of Elast. = 29000 ksi Eff. Length Factor = 1.7 in Unbraced Length,x = 17.1 in Unbraced Length,y = 17.1 in Type of Post? 14ga Upright Posts Type of Beam? Double Rivet Beam 53 Ibs 10.00 psf 1.5 psf 7.5 Ibs 50 Ibs Display On Plaque Near Shelving Units Floor Load Calculations: Total Load on Each Post = 128 Ibs Total Load On Each Unit = 1076 Ibs Floor Area Load = 10.5 ft2 Allowable Floor Loading = 100 psf For Main Floor Slab on Grade Floor Load Under Shelf = 102 psf OK FOR 100psf RETAIL FLOOR LOADING Seismic Information - . Importance Factor - Site Class - Mapped Accel. Parameters: SS = 1.454 51= 0.542 1.0 Not Open to the Public D Worst Case Assumed Fa = 1.000 Sms = 1.454 F„ = 1.500 Sm1= 0.813 Structural System - ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 Average Roof Height = 20 ft Height of Base Attachment = Q ft aP = 2.5 SDC: D - Sds D -Sd1 Sds = 0.969 Sd1= 0.542 Ip = 1.0 0'-0" For Ground Floor Location Ground Floor Shear Coeff Boundaries = Vm;� = N/A For Slabs on Grade Vmax = N/A For Slabs on Grade Design Base Shear Coeff = Vt = 0.173 Adjusted For ASD 1 :: EPLI PSE E N G I N E E R I N G Box Lunch - Store #4530 Seattle, WA Lateral Force Distribution per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf = 23.24 Ibs Total Live Load per Shelf = 105 Ibs Lateral DL Force per Shelf = 4.02 Ibs Lateral LL Force per Shelf = 18.18 Ibs 67% of LL Force per Shelf = 12.18 Ibs Total DL Base Shear = 32.18 Ibs Total LL Base Shear = 145.40 Ibs Load Case 1: Each Shelf is Loaded to 67% of its Live Wei�ht Total Base Shear = 129.59 Ibs Controlling Load Case By Inspection Percentage to Each Shelf: Lateral Force per Shelf: C1= 0.0 % F1= 0.00 Ibs C2 = 3.6 % F2 = 4.63 Ibs C3 = 7.1 % F3 = 9.26 Ibs C4 = 10.7 % F4 = 13.89 Ibs C5 = 14.3 % F5 = 18.51 I bs C6 = 17.9 % F6 = 23.14 Ibs C7 = 21.4 % F7 = 27.77 Ibs C8 = 25.0 % F8 = 32.40 Ibs C9 = 0.0 % F9 = 0.00 Ibs C10 = 0.0 % F10 = 0.00 Ibs C11= 0.0 % F11= 0.00 Ibs C12 = 0.0 % F12 = 0.00 Ibs C13 = 0.0 % F13 = 0.00 Ibs C14 = 0.0 % F14 = 0.00 Ibs Sum %'s = 100.0 Checks OK Total = 129.59 Ibs load Case 2: Top Shelf Only is Loaded to 100% of its Live Weight Total Base Shear = 50.35 Ibs Does Not Control Percentage to Each Shelf: C1= CtoP = Lateral Force per Shelf: 0 % F1 = 0.00 Ibs 1.000 % F2 = 50.35 Ibs 5/19/2016 RVC By inspection, the force distribution for intermediate shelves without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being Ioaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. 2 0 a �i EC� Lt PS E Box Lunch - Store #4530 5/19/2016 E N G I N E E R I N G Sedttl@, WA RVC Column Calculations - Combined Bending and Axial Post Tvpe: Double Rivet "L" or "T" Post Width = 1.5 in Depth = 1.5 in Thickness = 0.075 in Fy = 33 ksi E = 29000 ksi rX = 0.470 i n SX = 0.040 in3 Ix = 0.060 In4 Ap = 0.220 in2 Column Bendin� Calculations - Max Column Moment = 15.9 ft-Ibs At Base of Unit Allowable Bending Stress = 19.8 ksi Based on 33ksi Steel Bending Stress on Column = 4.8 ksi Bending Stress OK Column Deflection Calculations - - Max Deflection = Deflection Ratio = Allowable Deflection = Deflection at Top = Shelf Rivet Connection - Diameter of Rivet = Shear on Each Rivet = Allowable Shear Stress = Shear Stress on Rivet = Column Axial Calculations - Allowable Buckling Stress = Elastic Flexural Buckling = � Allowable Comp. Stress = Factor of Safety for Comp. _ Nominal Column Capacity = Allowable Column Capacity = Axial Load on Column = Critical Buckling Load = Magnification Factor = 0.043 in 400 6 in 0.300 in 0.25 in 126.8 Ibs 14.1 ksi 2.6 ksi 74.4 ksi 16.8 ksi 16.8 ksi 1.92 3448 I bs 1916 Ibs 128 Ibs 20220 Ibs 0.988 Combined Bendin� And Axial Forces - Axial Stress Unity = 0.045 Bending Stress Unity = 0.207 Combined Stress Unity = 0.252 � At Base of Unit Max Deflection = 5% of Height Deflection OK Based on 36ksi Steel Shear Stress OK� Axial Load OK Cm = 0.85 Column is Adequate 3 `: EC1L1 PSE E N G I N E E R I N G Box Lunch - Store #4530 Seattle, WA Overturning and Anti-Tip Calculations Overturnin� Forces - Total Weight = 749 Ibs Load Case 1: Dead Load + 67% Live Load Total Lateral Force = 130 Ibs Overturning Force = 926 ft*Ibs Controlling Overturning Force Total Weight = 291 Ibs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force = SO Ibs Overturning Force = 389 ft*Ibs Does Not Control Tension Force per Anchor = 135 Ibs Per Side of Unit Shear Force per Anchor = 65 Ibs USE: 'Hilti' HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force = 736 Ibs Allowable Shear Force = 792 Ibs Vertical Seismic Force = 50.8 Ibs Overstrength Factor = 2 Combined Loading = 0.366 Anti-Tip Track Desi�n - Type of Anti-Tip Device = Arm and Track Tension per Side = 135 Ibs Capacity of Screws to Carriage = 349 Ibs Anti-Tip Yield Stress = Thickness Anti-Tip = Width of Anti-Tip = Section Modulus of Leg = 16 ksi 0.12 in 0.43 in 0.0092 in3 Allowable Stress on Leg = 16 ksi Bending Stress on Leg = 4.70 ksi Anti-Tip Stress Unity = 0.294 Section Modulus of Track = 0.090 in3 Spacing of Track A.B's = 24 in Allowable Alumn. Stress = 16 ksi Bending Stress on Track = 4.49 ksi Track Stress Unity = 0.281 For 2500 psi Concrete 3/8" Diameter x 2.5" Embedment For Anchoring to Concrete Floor Anchors are Adequate (2) #12 Screws Are Adequate 6063-T5 Bending Stress OK 6063-TS Bending Stress OK S/19/2016 RVC 4 5 � �i EC1 Lf PS E Box Lunch - Store #4530 5/19/2016 E N G I N E E R I N G S2dttle, WA RVC Shelf Beam Calculations Tvpe of Shelf Beam: Double Rivet Beam Steel Yield Stress = 33 ksi Modulus of Elast. = 29000 ksi Area of Beam = 0.2474 in2 Section Modulus of Beam = 0.0591 in3 Moment of Inertia of Beam = 0.0716 in4 Allowable Load per Shelf = Shelf Distributed Load = Allowable Bending Stress = Allowable Shear Stress = 53 Ibs 8.6 plf 19.8 ksi 13.2 ksi Maximum Beam Moment = 13.2 ft-Ibs Maximum Design Moment = 13.2 ft-Ibs Maximum Design Shear = 15.1 Ibs Beam Bending Stress = 2.68 ksi Beam Shear Stress = 0.06 ksi Bending Stress Unity = 0,135 Shear Stress Unity = 0.005 Max Allowable Deflection = 0.175 in Maximum Beam Deflection = 0.014 in Shelf DL = 1.5 psf Shelf LL = 10.00 psf Distributed Load Simple Span Bending Stress OK Shear Stress OK L/240 Deflection OK � 5 �i EC1 Ll PS E Box Lunch - Store #4530 5/19/2016 - E N G I N E E R I N G Se2ttle, WA RVC Wall Supported Unit Calculations Seismic Force at Top of Units - Average Roof Height = 20.0 ft Height of Attachment = 10.0 ft Shear Coeff Boundaries = Vm;� = 0.291 umax = 1.551 Design Base Shear Coeff = Vt = 0.346 Adjusted For ASD Total Weight per Unit = 344 Ibs Lateral Force at Top/Bottom = 59 Ibs Standard Stud Spacing = 16 in Wall Connections per Unit = 2 Tek Screw Capacity = 84 Ibs Tension Cap. for #10 Screw in 20ga Stud Force Per Connection = 30 Ibs Screw Capacity OK Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 23.4 Ibs Vertical Dead Load per Shelf = 120.8 Ibs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -49.0 Ibs Uplift Forcer per Connection = -12.3 Ibs Rivet Connection OK 0 � �i E� LI PS E gox Lunch - Store #4530 5/19/2016 E N G I N E E R I N G S28ttIE', WA RVC Light Gage Steel Stud Wall Framing Stud Desi�n Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 10.0 ft Design Lateral Load = 29.7 Ibs From Shelving Unit Additional Lateral Load = 0.0 psf Interior Pressure N/A with Seismic Design Axial Load = 85.3 Ibs Dead Load of Wall Framing Spacing of Studs = 16.0 in 0 0 TRY: 3-5/8" x 1-1/4" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx = 1.402 in Depth = 1.25 in ry = 0.415 in Thickness = 0.0312 in Sx = 0.210 in3 Fy = 33 ksi Ix = 0.375 in4 E= 29000 ksi Ap = 0.194 in2 K= 1.0 Unbraced Length X= 16 ft Unbraced Length Y= 1 ft Stud Capacitv - Buckling Stress, X= 15.26 ksi Buckling Stress, Y= 342.32 ksi Allowable Buckling Stress = 15.26 ksi Nominal Axial Strength = , Factor of Safety = Allowable Axial Load = Maximum Design Moment = Maximum Design Shear = Allowable Bending Stress = Actual Bending Stress = Allowable Shear Stress = Actual Shear Stress = 2961 Ibs 1.92 1542 Ibs 111.5 ft-Ibs 18.6 Ibs 21.78 ksi 6.37 ksi 13.20 ksi 0.10 ksi Allowable Axial Stress = 7.95 ksi Actual Axial Stress = 0.44 ksi Combined Stress Unity = 0.35 Bending Stress OK Shear Stress OK Axial Stress OK Combined Stress OK 7 �i EC� LI PS E Box Lunch - Store #4530 5/19/2016 E N G I N E E R I N G S82tt12, WA RVC Slab Bearing & Uplift Calculations Slab Desi�n Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post = 39 Ibs Dead Load 210 Ibs Live Load 309 Ibs EQ Load Uplift Loads on Post = 135 Ibs Slab Bearin� Capacitv - Depth of Post on Slab = 3.5 in Factored Bearing Load = 824 Ibs Required Bearing Area = 160.57 in2 Critical Section = 2.59 in Soil Pressure on Crit. Section = 738.6 plf Section Modulus = 32.0 in3 Shear Area = 30 in Conc. Shear Stress = 6.9 psi Allowable Shear Stress = 73.2 psi Conc. Bending Stress = 6.4 psi Allowable Bending Stress = 137.5 psi Slab Uplift Capacitv - Required Area to Resist Uplift = Length of Slab Req'd = Worst Case Length of Slab = Distance to Anchor Bolt = 4.49 ft2 1.28 ft 3.50 ft 1.75 ft Shear Force on 1ft Strip = 122.5 Ibs Allowable Shear Force = 1760.0 Ibs Bending Moment on 1ft Strip = 107.2 ft-Ibs Allowable Bending Moment = 366.7 ft-Ibs Resultant Uplift Base Plate 12.67 inches per side For Bending Along Critical Length Plain Concrete per Foot Shear Stress OK Bending Stress OK Assume Full Shelf Width x Req'd Length Maximum of Width or Length Req'd Shear OK Bending OK 8 0 �i EC LI PS E Box Lunch - Store #4530 S/19/2016 E N G I N E E R I N G SeBitle, WA RVC MOBILE MEDIA STORAGE SOLUTIONS STEEL STORAGE SHELVING - LIGHT RETAIL CODES: Current Editions of the: IBC & CBC & ASCE 7& RMI Design Inputs: Steel Storage Shelving: Typical Hang Unit Shelving Geometry - Height of Shelving Unit = Width of Shelving Unit = Depth of Shelving Unit = Number of Shelves/Unit = Vertical Shelf Spacing = Back to Back Units? Are There Mobile Units? 0 Shelving Loading - � Maximum Weight per Shelf = Live Load per Shelf = Dead Load per Shelf = Weight of Each Post = Weight of Mobile Carriage = 10.0 3.5 1.5 4 40.0 NO NO ft ft ft Steel Yield Stress = 33 ksi Modulus of Elast. = 29000 ksi Eff. Length Factor = 1.7 in Unbraced Length,x = 40.0 in Unbraced Length,y = 40.0 in Type of Post? 14ga Upright Posts Type of Beam? Double Rivet Beam 53 Ibs 10.00 psf 1.5 psf 7.5 Ibs N/A I bs Display On Plaque Near Shelving Units Floor Load Calculations: Total Load on Each Post = 68 Ibs Total Load On Each Unit = 271 Ibs Floor Area Load = 5.3 ft2 Allowable Floor Loading = 100 psf For Main Floor Slab on Grade Floor Load Under Shelf = 52 psf OK FOR 100psf RETAIL FLOOR LOADING Seismic Information - . Importance Factor - Site Class - Mapped Accel. Parameters: SS = 1.454 S1= 0.542 1.0 Not Open to the Public D Worst Case Assumed Fa = 1.000 Sms = 1.454 F„ = 1.500 Sm1= 0.813 Structural System - ASCE 7 Section 15.5.3 Steel Storage Shelving: R= 4 Average Roof Height = 20 ft Height of Base Attachment = 0 ft aP = 2.5 SDC: D - Sds D - Sd1 Sds = 0.969 Sd1= 0.542 IP = 1.0 0'-0" For Ground Floor Location Ground Floor Shear Coeff Boundaries = Vm;,, = N/A For Slabs on Grade VmaX = N/A For Slabs on Grade Design Base Shear Coeff = Vt = 0.173 Adjusted For ASD 0 �: EC_ LI PS E E N G I N E E R I N G Box Lunch - Store #4530 Seattle, WA Lateral Force Distribution per ASCE 7 Section 15.5.3.3 Total Dead Load per Shelf = 15.36 Ibs Total Live Load per Shelf = 52.5 Ibs Lateral DL Force per Shelf = 2.66 Ibs Lateral LL Force per Shelf = 9.09 Ibs 67% of LL Force per Shelf = 6.09 Ibs Total DL Base Shear = 10.64 Ibs Total LL Base Shear = 36.35 Ibs Load Case 1: Each Shelf is Loaded to 67% of its Live Wei�ht Total Base Shear = 34.99 Ibs Controlling Load Case By Inspection Percentage to Each Shelf: Lateral Force per Shelf: C1= 0.0 % F1 = 0.00 Ibs C2 = 16.7 % F2 = 5.83 Ibs C3 = 33.3 % F3 = 11.66 Ibs C4 = 50.0 % F4 = 17.50 Ibs C5 = 0.0 % F5 = 0.00 Ibs C6 = 0.0 % F6 = 0.00 Ibs C7 = 0.0 % F7 = 0.00 Ibs C8 = 0.0 % F8 = 0.00 Ibs C9 = 0.0 % F9 = 0.00 Ibs C10 = 0.0 % F10 = 0.00 Ibs C11= 0.0 % F11= 0.00 Ibs C12 = 0.0 % F12 = 0.00 Ibs C13 = 0.0 % F13 = 0.00 Ibs C14 = 0.0 % F14 = 0.00 Ibs Sum %'s = 100.0 Checks OK Total = 34.99 Ibs Load Case 2: Top Shelf Only is Loaded to 100% of its Live Weight Total Base Shear = 19.72 Ibs Does Not Control Percentage to Each Shelf: C1= Ctop = Lateral Force per Shelf: 0 % F1 = 0.00 Ibs 1.000 % F2 = 19.72 Ibs 5/19/2016 RVC By inspection, the force distribution for intermediate shelves without live load (case 2) is negligible. Calculate the moment for each column based on the total seismic base shear for each shelf being loaded to 67% of it's allowable live weight. The column at the center of the shelving system is the worst case for this condition. 10 � 0 �i EC� LI PS E Box Lunch - Store #4530 S/19/2016 E N G I N E E R I N G S2dttI2, WA RVC Column Calculations - Combined Bending and Axial Post Tvpe: Double Rivet "L" or "T" Post Width = 1.5 in Depth = 1.5 in Thickness = 0.075 in Fy = 33 ksi E = 29000 ksi rX = 0.470 i n SX = 0.040 in3 Ix = 0.060 in4 Ap = 0.220 in2 Column Bendin� Calculations - Max Column Moment = 19.6 ft-Ibs At Base of Unit Allowable Bending Stress = 19.8 ksi Based on 33ksi Steel Bending Stress on Column = 5.9 ksi Bending Stress O� Column Deflection Calculations - ' Max Deflection = Deflection Ratio = Allowable Deflection = Deflection at Top = Shelf Rivet Connection - Diameter of Rivet = Shear on Each Rivet = Allowable Shear Stress = Shear Stress on Rivet = Column Axial Calculations - Allowable Buckling Stress = Elastic Flexural Buckling = • Allowable Comp. Stress = Factor of Safety for Comp. _ Nominal Column Capacity = Allowable Column Capacity = Axial Load on Column = Critical Buckling Load = Magnification Factor = 0.144 in 278 6 in 0.432 in 0.25 in 156.6 Ibs 14.1 ksi 3.2 ksi 13.7 ksi 6.1 ksi 6.1 ksi 1.8 1327 Ibs 737 Ibs 68 Ibs 3714 Ibs 0.967 Combined Bending And Axial Forces - Axial Stress Unity = 0.062 Bending Stress Unity = 0.261 Combined Stress Unity = 0.322 At Base of Unit Max Deflection = 5% of Height Deflection OK Based on 36ksi Steel Shear Stress OK Axial Load OK Cm = �.85 Column is Adequate 11 :: EPLI PSE E N G I N E E R I N G Box Lunch - Store #4530 Seattle, WA Overturning and Anti-Tip Calculations Overturnin� Forces - Total Weight = 202 Ibs Total Lateral Force = 35 Ibs Load Case 1: Dead Load + 67% Live Load Overturning Force = 272 ft*Ibs Controlling Overturning Force Total Weight = 114 Ibs Load Case 2: Dead Load + 100% Top Shelf Total Lateral Force = 20 Ibs Overturning Force = 180 ft*Ibs Does Not Control Tension Force per Anchor = 135 Ibs Per Side of Unit Shear Force per Anchor = 17 Ibs USE: 'Hilti' HUS-EZ (or equivalent) POST INSTALLED ANCHOR BOLTS Allowable Tension Force = 736 Ibs Allowable Shear Force = 792 Ibs Vertical Seismic Force = 13.7 Ibs Overstrength Factor = 2 Combined Loading = 0.366 Anti-Tip Track Desi�n - Type of Anti-Tip Device = NONE Tension per Side = N/A Ibs Capacity of Screws to Carriage = N/A Ibs Anti-Tip Yield Stress = Thickness Anti-Tip = Width of Anti-Tip = Section Modulus of Leg = 16 ksi 0.12 in 0.43 i n 0.0092 in3 Allowable Stress on Leg = N/A ksi Bending Stress on Leg = N/A ksi Anti-Tip Stress Unity = N/A Section Modulus of Track = 0.090 in3 Spacing of Track A.B's = N/A in Allowable Alumn. Stress = N/A ksi Bending Stress on Track = N/A ksi Track Stress Unity = N/A For 2500 psi Concrete 3/8" Diameter x 2.5" Embedment For Anchoring to Concrete Floor Anchors are Adequate N/A 6063-T5 N/A 6063-T5 N/A 5/19/2016 RVC 12 u 0 0 � �i EC` LI PS E gox Lunch - Store #4530 5/19/2016 E N � i N E E R i rv � Seattle,WA RVC Shelf Beam Calculations Type of Shelf Beam: Double Rivet Beam Steel Yield Stress = 33 ksi Shelf DL = 1.5 psf Modulus of Elast. = 29000 ksi Shelf LL = 10.00 psf Area of Beam = 0.2474 in2 Section Modulus of Beam = 0.0591 in3 Moment of Inertia of Beam = 0.0716 in4 Allowable Load per Shelf = 53 Ibs Shelf Distributed Load = 8.6 plf Distributed Load Allowable Bending Stress = 19.8 ksi Allowable Shear Stress = 13.2 ksi Maximum Beam Moment = 13.2 ft-Ibs Maximum Design Moment = 13.2 ft-Ibs Maximum Design Shear = 15.1 Ibs Beam Bending Stress = 2.68 ksi Beam Shear Stress = 0.06 ksi Bending Stress Unity = 0.135 Shear Stress Unity = 0.005 Max Allowable Deflection = 0.175 in Maximum Beam Deflection = 0.014 in Simple Span Bending Stress OK Shear Stress OK L/240 Deflection OK 13 �: EC� LI PS E E N G I N E E R I N G Wall Supported Unit Calculations Box Lunch - Store #4530 Seattie, WA Seismic Force at Top of Units - Average Roof Height = 20.0 ft Height of Attachment = 10.0 ft Shear Coeff Boundaries = Vm;,, = 0.291 Vmax = 1.551 Design Base Shear Coeff = VL = 0.346 Adjusted For ASD Total Weight per Unit = 182 Ibs Lateral Force at Top/Bottom = 31 Ibs Standard Stud Spacing = 16 in Wall Connections per Unit = 2 Tek Screw Capacity = 84 Ibs Tension Cap. for #10 Screw in 20ga Stud Force Per Connection = 16 Ibs Screw Capacity OK Seismic Uplift Force on Each Shelf Seismic Uplift on Shelves - Vertical Seismic Component = 11.7 Ibs Vertical Dead Load per Shelf = 60.4 Ibs Connection Points per Shelf = 4.0 Each Corner Net Uplift Load per Shelf = -24.5 Ibs Uplift Forcer per Connection = -6.1 Ibs Rivet Connection OK 5/19/2016 RVC 14 0 �i EC� L1 PS E Box Lunch - Store #4530 5/19/2016 E N G I N E E R I N G SE2ttl2, WA RVC Light Gage Steel Stud Wall Framing Stud Desi�n Data - Height of Wall Studs = 16.0 ft Int. Non-Brg - Worst Case Ht Assumed Location of Point Load = 10.0 ft Design Lateral Load = 15.7 Ibs From Shelving Unit Additional Lateral Load = 0.0 psf Interior Pressure N/A with Seismic Design Axial Load = 85.3 Ibs Dead Load of Wall Framing Spacing of Studs = 16.0 in TRY: 3-5/8" x 1-1/4" x 20ga Studs @ 16" o.c. (Worst Case Assumed) Width = 3.625 in rx = 1.402 in � Depth = 1.25 in ry = 0.415 in Thickness = 0.0312 in Sx = 0.210 in3 ' Fy = 33 ksi Ix = 0.375 in4 E= 29000 ksi Ap = 0.194 in2 K= 1.0 Unbraced Length X= 16 ft Unbraced Length Y= 1 ft 9 Stud Capacitv - Buckling Stress, X= 15.26 ksi Buckling Stress, Y= 342.32 ksi Allowable Buckling Stress = 15.26 ksi Nominal Axial Strength = , Factor of Safety = Allowable Axial Load = Maximum Design Moment = Maximum Design Shear = Allowable Bending Stress = Actual Bending Stress = Allowable Shear Stress = Actual Shear Stress = 2961 Ibs 1.92 1542 Ibs 59.0 ft-Ibs 9.8 Ibs 21.78 ksi 3.37 ksi 13.20 ksi 0.05 ksi Allowable Axial Stress = 7.95 ksi Actual Axial Stress = 0.44 ksi Combined Stress Unity = 0.21 Bending Stress OK Shear Stress OK Axial Stress OK Combined Stress OK 15 �i EC^ Ll PS E Box Lunch - Store #4530 S/19/2016 E N G I N E E R I N G Seattle, WA RVC Slab Bearing & Uplift Calculations Slab Desi�n Properties - Minimum Concrete Strength = 2500 psi Assumed Thickness of Concrete Slab = 4 in Assumed Weight of Concrete Slab = 50 psf Allowable Bearing Pressure = 500 psf Assumed Bearing Loads On Post = 23 Ibs Dead Load 105 Ibs Live Load 78 Ibs EQ Load Uplift Loads on Post = 135 Ibs Slab Bearin� Capacitv - Depth of Post on Slab = 3.5 in Factored Bearing Load = 307 Ibs Required Bearing Area = 59.33 in2 Critical Section = 0.10 in Soil Pressure on Crit. Section = 745.1 plf Section Modulus = 32.0 in3 Shear Area = 30 in Conc. Shear Stress = 2.6 psi Allowable Shear Stress = 73.2 psi Conc. Bending Stress = 0.0 psi Allowable Bending Stress = 137.5 psi Slab Uplift Capacitv - Required Area to Resist Uplift = Length of Slab Req'd = Worst Case Length of Slab = Distance to Anchor Bolt = 4.48 ft2 1.28 ft 3.50 ft 1.75 ft Shear Force on 1ft Strip = 122.5 Ibs Allowable Shear Force = 1760.0 Ibs Bending Moment on 1ft Strip = 107.2 ft-Ibs Allowable Bending Moment = 366.7 ft-Ibs Resultant Uplift Base Plate 7.70 inches per side For Bending Along Critical Length Plain Concrete per Foot Shear Stress OK Bending Stress OK Assume Full Shelf Width x Req'd Length Maximum of Width or Length Req'd Shear OK Bending OK 0 16 � 0 �� Design Maps Summary Report ' User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45695°N, 122.25812°W Site Soil Classification Site Class D-"Stiff Soil" Risk Category I/II/III _��._ �_�_.�...�� c^1'y- - --�- - - - �v _ -- _ - -- -----. � �r n �'�1iJ � _ ' � t`-�'�'� L ` _ - .- - : - I � _ ' '', , '�-' "..� _ `� � _ , �Fti� � �+� � ssaq�+a� • . �r:,'h� � ; � '�1�'an4Fl . . ��r �i ��Xd� � � �+�rie� __ . 'I � 0 0 , V�s�tor�, - � � �E�� TLE � iACO��r'. �►J�L ' . �!P�L7Q i �t5 M�(}li1�5, f �, , � � -- - - USGS-Provided Output ��t'i'1� Ma�pl� Vafley :� �, .Cor�i n �tto� ��"'� �b � t'q SS = 1.454 g SMS = 1.454 g Sps = 0.970 g Sl = 0.542 g SMl = 0.813 9 Sol = 0.542 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please retum to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.65 1.10 1.50 1.00 1.35 0.90 1.20 Q.SO 1.05 d�7� � 0.90 C� U.60 y 0.75 ' y 0.50 Q.60 O.dO O.15 0.30 0.30 0.29 0.15 0.10 0.00 O.OU 0.00 0.29 0.40 0.60 0.80 1.00 1.2g 1.40 1.50 1.80 2.00 O.QO 0.20 O.dO 0.60 U.BO 1.00 1.20 1.40 1.60 1.84 2.00 Period, T (sec) 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 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Reinforcement: Eclipse Engineering, Inc Seismic loads (cat. C, D, E, or F) Geometry [in.] 8 Loading [Ib, in.lb] Page: Project: Sub-Project I Pos. No.: Date: Profis Anchor 2.4.7 1 Hilti HUS-EZ Anchor Anchor Capacity 5/21 /2014 KWIK HUS-EZ (KH-EZ) 318 (2 1/2) ��`� R-� ~ "*�µ.� _ �' - he� = 1.860 in., hnom = 2-500 in. Carbon Steel ESR-3027 3/1/2014 � 12/1/2015 design method ACI 318 / AC193 - (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, f� = 2500 psi; h= 4.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar yes (D.3.3.5) Z; w�� v 6 30* � - - -. • p`'''� 1� � i _ _ -. 1� J'1" . ; � �.� ,� ;�~--�, -- - , r �r � l'-`� °� � _ . � ,_._ _ � .� 6 0 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 Hilli is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Eclipse Engineering, Inc Specifier: Address: Phone I Fax: � E-Mail: 2 Proof I Utilization (Governing Cases) Page: Project: Sub-Project I Pos. No. Date: Design values [Ib] Profis Anchor 2.4.7 2 Hilti HUS-EZ Anchor Anchor Capacity 5/21 /2014 U+tilization Loading Proof Load Capacity �N I�� [%] Status Tension Concrete Breakout Strength 300 1051 29 /- OK Shear Loading Pryout Strength 100 '/11132 - / 9 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 Utiliz�tion gN.� [°/a] Status • 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 resufts or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Sofiware. 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 PERMOT COO�D COPY . PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0178 PROJECT NAME: BOX LUNCH DATE: 06/24/16 SITE ADDRESS: 800 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter #, DEPARTMENTS: �'W� �'�'�� B�ing Division � Revision # before Permit Issued Revision # after Permit Issued �rt�l PcWfr '�I��<<� Fire Prevention � Planning Division � Public Works ❑ Stcuctural � Permit Coordinator � PRELIMINARY REVIEW: DATE: OC)�ZS/1C) Not Applicable ❑ Structural Review Required ❑ (no approval/review r�equired) REVIEVI/ER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: O7/ZC)I16 Approved � Approved with Conditions ❑ Corrections Required ❑ (cor�rections e»tef�ed in Reviews) Notation: REVIEWER'S INITIALS: • Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/IS/2013 CITY OF TUKWILA Permit Center/Building Division 206 43i-36�o • Department of Community Development Public Works Department � 630o Southcenter Boulevard, Tukwila, WA 98i88 206 433-0179 Telephone: ,(206) 431-36�o FAX (206) 431-g665 Planning Division ..: E-mail: tukplanCa�ci.tukwila.wa.us 206 43i-36�o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: �� STATE OF WASHINGTON) ) ss. COUNTY OF KING ) ��, W ��i�� S ; states as follows: [please print name] i. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section i8.2�.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW i8.2�.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW i8.2�.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW i8.2�.090, I consider the work authorized under this permit to be exempt under number �, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW i9.28.i6i through i9.28.2�i shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. `\��\\\\1{1j1 „�``Jgp►N �• eip��h�i ` g .��...H,��s�n,, %�► �i � = ��S{OlV �h�i '!` . S ' O� Q►�T�I. AP��, + 3t7 I�L � � 'r •.. N� i % � �/� A`��.`G � � ��'�'��,,,r0;�g;�9,,_-',�O G ��t� �'� WASN�� ``: ��il�►�..��`� � �� Owner/Owner's Agent* Signed and sworn to before me this ��,. J VV 20� day of � . NOTARY PUBLIC in and for the State of Washington Residing at f—lt v' (�� , County Name as commissioned: J1/��C_�!/1 � = �%� My commission expires: � G!— ��'" c�-� ( 1 18.27.090 Exemptions. The regis._ _.ion provisions of this chapter do not apply to: i. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. O�cers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.�o RCW who shall warranty service and repairs under chapter 46.�o RCW; �. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, daitying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; ii�. n owner*' who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; i2.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the properiy; i3. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; i4. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; i5. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; i6. Contractors on highway projects who have been prequalified as required by RCW 47.28.0�0, with the department of transportation to perform highway construction, reconstruction, or maintenance work; i�. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; i8. An entity who holds a valid electrical contractor's license under chapter i9.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter i9.28 RCW to perform plumbing work that is incidentally,, directly, and immediately appropriate to the like-in-kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical�trainee must be supervised by a certified electrician while performing plumbing work. ' Per Washington State Depar[ment of Iabor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. �V �. � � � 16 ��'�'� Y.` W ,t �'�. c�"��<, ,�• � � �; � tl o . �f1iF a`zc � . �� sforrn��'� o� ��6�� 1��'��;�' ;,� n C7 U � U � _.__.�...._.,...__._.....� �EVIS � �" �___._. _.� � � �O C�l�►1�^S S)1<?!1 17(? �-t,'? n C.� : tQ til� SCOpP � ofi t��rlC 1"�I�rJ(i1�'� r?°•ie� ��;a�ovai of ! ��+'� :'I�� d(�fi�;ilt`J �{V(SlRi1 CA p � � -r_. � � Pc�'1' i... �Vi;;'si:�i3 L"u'li� fi,i�;�i{iC 1 I?-^..',"1 �'tll ,c`,�rf �t}, � � �''u t..?fTl,.,_ll _c i�J Ci ��_�� li�;:'Z'i.�3 c^._L ;��i�:Of�c�.'.� �;'::Ci 1'4`.".., 'J i:' �. ■ N -.....e ..__....Y��._.._.. t � c~h Q O " � � �� a�, �.�..� �'I � m �. _ �� f'I�n r��s.�� W��,��a;I a� �u��c't to �rrcar� a�� a��3�:��. - �°��;0�€c�l ��;:�r.�t��3�f��►i� ��..�i#t��il�� F�33 i��i ��:.�'sii�,'i.�� O � ii» �rial�bi�n c� ��t�� c��o� cac� �� ir�ar��. i��oi�t W � � r of app��d �eeid �opy and �r��i�3c,�s i� acisnowla��d: - � ��, = U c i � D��: - � - .�.��,_.,, `� � Q- �i�y t��` 6 ��r'il� 4 1 BUIL.DtNG DI�ItSIC� - �- -� �►��3��IATICJ S PR4�JECT D�4iA SIT� LE?CA110��1 �4N L�EI'A►ILED SCOPE O� OF�K A.F.F. ABOVE FINISHED FLOOR JT. JOINT 1. PROJECT NAME:. .......... �OX LUNCH # 4530 PROJECT SCOPE: NEW BOX LUNCH SPACE TENANT BUILD OUT, REMOVE NON-LOAD BEARING INTERIOR WALLS & A.F.C. ABOVE FINISHED CEILING MFR. MANUFACTURE (R) INSTALL NEVY NON-LOAD BEARING WALLS. INSTALL TENANT FIXTURES, LIGHTING & TRACK LIGHTING. REUSE HVAC WITH AC.T. ACOUSTICAL TILE MECH. MECHANIC (AL) 2• PROJECT DESCRIPTION: .. ..... CLOTHING SALES (RETAIL) - NEW TENANT BUILD OUT SOUlHCENTER SOME NEW MECHANICAL DUCTS AS PER MECH. SHEETS, WITHIN PREVIOUS TENANT USE/LEASED PREMISES. ADJ. ADJACENT MTL. METAL 3. PROJECT LOCATION:. ........ SOUTHCENTER ALT. ALTERNATE MEZZ. MEZZANINE 633 SOUTHCENTER MALL ';�' �"�'��` "" j��s"�'�` {; -- - ' "�� s'•�g� � ' ' � � � � "�- � �- '� � -� �`; ` � ± •' �"� � - C)f�4 NG INDE� � r, - � q 1 � �, �� i� � � � �� a� � i� i� 1 � APPROX. APPROXIMATE MIN. MINIMUM MINUTE SEATTLE, WA 98188 �"� � � ' ; t° �� , � � , ! , � � �� `� ARCH. ARCHITECT (URAL) MISC.� � MISCELLANEOUS � �. ':��'?��„�«��; �� " ' �� °; �! � `� ��'"� � �' ��f �� '�� `, �� i � � ° �� N , � F. � j � � �' , �, `� �SUI ,Spnrti �, ': . � „ ' :� �. � � � Syi BLK. BLOCK N.I.C. NOT IN CONTRACT 4. TENANT;, , , , , , , , , , , , , , , , BOX LUNCH �4 � � � i: �,�� „� , `�,��fY�� '�.� . � ;�„oa� ; , � �� ., N.T.S. NOT T ' 18305 E. SAN JOSE AVENUE � E R PA� E - of ar srao�nat ',- ffi � '. aTamna� ' i,.. t � s�wms� +" . �, " �" � �� Tseaime�t2�iant � �, ,�, , Swcrr ■ BLKG. BLOCKING 0 SCALE : � � � ` ��' t � - BD. BOARD N0. or � NUMBER �� CITY OF INDUSTRY, CALIFORNIA 91748 ,. '�;� � , � . � � �� t � �` =" �c� �' � � �� '� � ' '``�' �'�'�� ` ��'`� �� `�, �'°�'�� 'r� �� . '� ..��.` �� s .� 8 �. ':�srsrr� �.� � � eaaterat,��iari� � ,tti�N �� ! : CLG. CEILING O.F.C.I. OWNER FURNISHED CONTRACTOR PHONE � 610-476-5128 � �,s.. , � .� ��s�a�.. �x� � ' - �� ''�"°'� ��"c��'� ... �� y� ::srsz�r�R ,� �*r��" � , CLG.HT. CEILING HEIGHT INSTALLED � CONTACT: JASON ADAMS rPROJECT MANAGERl ��' � ' � '�� ' ��,�+�;��s°�'��'�"'""�`�"�'"' . � �� °f'� ' � ��+« � � � � �� '��' �� 2 FLC��R PLA \ / : ti� °'t �:. � ,`.sik Snk� � ii � �� a� .! �,. ! � ey�", 1;+�, �y�u�tCrnic7S C�i�� :SWt6i�S� . - ■ CLR. CLEAR ANCE OWN EMAIL: 'adams@r' c .com ;ns� _ � �{ �,��,��.� �,;x�«��, :�. ;��.,,,, _ ,�,,,,�s � ' �:, �,�d�, . s��s� �n�a.�,��ar��K,��u s, .$,�� ,6,�8� ` ;�, �v.,..�, � � . ... s�',(��'�"v'' , . d� a�:.3s� , ; , ., '. '. � 't `' BWGrl��i�{t ' ,' a � : � ) O.F.0.1. ER FURNISHED OWNER ,, _ .. J JP 9 � '� . , CLO. CLOSET INSTALLED ' � _ � „ + ��a� r4,�n.,.�k��,�` �a , ��:� COL. COLUMN 5. LANDLORD : . . . . . . . . . . . . . . WESTFIELD �r �� " '�i �,�$� ��' � �� ° {[�� ` `� ��' .�� `' ' { � � �' � O.C. ON CENTER (S} '" " ,� � a 2800 SOUTHCENTER MALL f , ;; ' ` `- ;; �` , � � . ��n �.;;,�� `, � '. � ��'� � ( : � .; '� � � � � . E L E VA� I � ; � �fi � , � �� i ,` � � C.M.U. CONCRETE MASONRY UNIT OPP. OPPOSITE � �� " � � � � `�� . � �; � ; �� ` ��_. � �� CONST. CONSTRUCTION � WA 98188 �� '� i ; .� � ��,g� ,. _ , ; ; „� � � � �� ,'f: s �'ry° �� ; � ; C � � !i ' . � � P. L. PLASTIC LAMINATE SEAITLE, ,� �, � �� , � � ., , ' , iui��;«; r�,y ,.. { PHONE 206-246-0423 � �` �� , .� � ,'1 �� ` ::,. � � � � 1( � F , # � COORD. COORDINATE PLBG. PLUMBING � � � � PWD. PLYWOOD CONTACT: WAYNE JOHNSON TENANT COORDINATOR �•�'_. , ; � ,1 �: "��,a�„��,� �� ,� : �� f� '� ��, t��u�� ; 160tI1St .91tlOtfiSt � ^� �., �. - �eY ��I��j�� ;;?� � � � ,. � al � � o � .' CORR. CORRIDOR � � ��, � : 3 �.� � �� `` ` � D E TA I L � PVC. POLYVINYL CHLORIDE EMAIL• wjohnson�us.westfield.com „��,� � ; s ; . � � : � ; ' » � �,," " _� � i,� ; x �' ��,�� . �� ' ' y� ' x;�� + ' CTR. CENTER � �� . `� �at w�+n�r . � , � � P.M. PROJ CT MA A � � � �� ;'^ ,.,. ,o`io�+�g� ,� �:c,r�;,u;�wr�w�k � , . �� . . �' -,, t� �; �;. ` *s�r+c«,�,,r�,,, ...s�i�r�,,��,,.�� i (�; �" . � ' �� , � C.T. CERAMIC TILE E N GER 6. TENANT S ARCHITECT:. . . . . . . . ARCVISION INC. ' . �='` �'�,� j ',; ,:�1 ; ; ; � t�� t , ,. ; � l _ „�° �, , ' , , . ` , � ; DET. DETAIL R.A. RETURN AIR _ �� , � ,�; , _ �.. � , ��. � � '�� '� �� . �. � �� :, 7 :. � '. 1950 CRAIG RD. SUITE 300 . . �'� �� Q R.C.P. REFLECTED C I I G '� ��` ,;�'�`��' . �; ��, � � ,� , � � �� ,� � �� gf� / \T I O S . , . �, ,, a�nrthsi � .. „ . �., ' � S�e;G`hrvt�cYBaiate,nr �' .'.. �,:,` i S � x. , � � DIAG. DIAGONAL E L N PLAN ST. LOUIS, MO 63146 � , � . �ssreway`.. ',} � ,;; ": ,�� e,�a ; '�r� ;�a�+�w�ca.�� i �'� � i . � ' . �.: �' �: ' . , , � 1��y" , '� � �: sauurcenivrf�rr3� « � , . � ' � ' . � sat�rnewa' -' - � �F� � _ � � swnit�s+ � � „... DIA. DIAMETER REF. REFERENCE PHONE # 314-415-2400 .. ,; � a`ta � ° - , � ,.., u� � ` � � i ; DIF. DIFFUSER � �� ,.� � : � �� , � �� ::� ��,� � � �� ,' � �� , REG. REGISTER CONTACT: CODY MEYERS `°�� ' ' f., ��` �� "� �� " �� ''� �� ' �� , s,urmn � . � � �� : � REINF. REINFORCE D ING ' I I� ii :;. �, �. � ;� ��,��f�� ; ""',�� '' { ;, � ; , � � ' -� ._. DIM. DIMENSION � i )� � ) x �,��,�,. - .��,�,�5� . - � ,s r�� : � �� REQ D. REQ. REQUIRED �. BUILDING DEPARTMENT:. . . . . . . CIIY OF TUKWILA, DEPT. OF COMMUNITY DEVELOPMENT �t �; � ;� � �; ,; �� _ �' M DISP. DISPENSER ( ) ,! , , , Y �, �� ,� ` 6300 SOUTHCENTER BLVD ,. . , ...„< < �-: __,,,�s�s, `. ' , ::.: : � +�3ti�,�., � � w ', s � s � 'i DR. DOOR REV. REVISION (S), REVISED :.s,�,„�, �; . �,,,,�,��,,,. � '� .r�e �t��,,. � �� ; � R.O. ROUG OPENING WA 98188 '�fr'�u��s,��fi�` � TUKWILA, „ ' � � x � � i � � , `�' 5#)U7fiftN'i!i DWG. DRAWING H � � I � , � � PHONE 206-431-3670 ' � ' ELEC. ELECTRICAL SHT. SHEET �� ` � � �� . _. �, .�; �: .. � �.sr�,s� � � � � . � Es, r � ,, 1� ' � � �� ' ` CONTACT: PLAN REVIEWER f �� : � " ` '�� f �� ' �_� � b'Y/0Qh91 � � N � , - '$Ii2ndM.-.'; . t, ��:,F4N�ks&aht,,.. .,Wn4Wbkd ' i � � k"i} � '� �"j E.P. ELECTRIC PANEL SIM. SIMILAR �, ��; � f , !' � --��'� x , , j � � �:� � �.,. , �� , � �" . � " _ j �'.. , ' .'; . 6tst e ' � � ��' , i , � , �; � ; � �. r ELEV. ELEVATION S.C. SOLID CORE i � r� �'� � � � � � � �� . , � �:�a � r� � r � ;�� . I , ' .. , . ,., _ . �� .. ' � ,.. ; ... .,. t� �� _�', � ' � , ._` � ; . ; � . . ' � . ��; r,' ��, �. , ,Y� . � .i, " E.W.C. ELECTRIC WATER COOLER S.S. STAINLESS STEEL 8. GOVERNING CODES: ........ ALL WORK SHALL BE IN CONFORMANCE WITH, BUT NOT LIMITED T0, THE �� •� J � EXIST EXISTING STD. STANDARD REQUIREMENTS OF THE FOLLOWING: AND ANY OTHER STATE AND LOCAL � EQUIP. EQUIPMENT STL. STEEL CODES HAVING JURISDICTION. - EXH. EXHAUST STO. STORAGE BUILDING: 2012 IBC W/ STATE AMENDMENTS p /-��+ � p W �� EXP. JT. EXPANSION JOINT S.D. STORM DRAIN PLUMBING: 2012 UPC W/ STATE AMENDMENTS SI-�C� LVV�� 1� �� N FIN. FINISH (ED) . STRUCT. STRUCTURAL MECHANICAL• 2012 IMC W/ STATE AMENDMENTS �;0'�'� �� '�•��L� � �.Q � F.E. FIRE EXTINGUISHER SUSP. SUSPENDED FIRE: 2012 IFC W STATE AMENDMENTS �,,,i � FP. FIREPROOFING T.B.D. TO BE DETERMINED � LEVEL: 1 OF 1 F.D. FLOOR DRAIN ELECTRICAL: 2014 NEC JUN 2 4 Z016 0 J TEL. TELEPHONE ENERGY: 2012 WA ENERGY CODE FLUOR. FLUORESCENT TS. TUBE STEEL � � � F.R.T. FIRE RETARDANT TREATED -�yP. TYPICAL 9• CONSTRUCTION TYPE:, , , , , , . , JI-B, FULLY SPRINKLERED � � � ----�--��-a __`�`"' �� +��T.ER - �- F U R R. F U R R E D ( I N G) U. N. O. U N L E S S N O T E D O T H E R W I S E MAL� PROVIDED RESTROO�tS , � Cy,.. �.� ��.,.� �:-„ �, c� W GA. GAUGE 10. OCCUPANCY :. . . . . . . . . . . . . 1vl (MERCANTILE) DISTANCE: N100' ��'�';` • • • � � , � ^ � {.;�;n�T (j� �p � (�'� GALV. GALVANIZED VERT. VERTICAL ________ � � � U 11 C H � � �� '�a�� , � , �� G.C. GENERAL CONTRACTOR VEST. VESTIBULE 11. GROSS LEASED PREMISES: .... .1,766 SQ. FT. � �� _ _ . . . . � SPACENo.218 .. . � F.�� :"anical � z GYP. BD. GYPSUM BOARD V.C.T. VINYL COMPOSITION TILE 12, OCCUPANCY LOADS:. ,,,,,,,, �q� FLOOR 1,438 SQ. FT. DIVIDED BY 30 = 48 � �� V.I.F. VERIFY IN FIELD o �* �^ �•: H.V.A.C. HEATING/VENTILATION/ �q...��., i � � . . . �� . . .� S �,,,��;,cal AIR CONDITIONING WG WATER CLOSET STOCK ROOM 275 SQ. FT. DIVIDED BY 300 = 1 �.: ,� 6�� N- H.C. HOLLOW CORE WP. WATERPROOF(ING) TOTAL OCCUPANTS = 49 � s � - ��i��9 . . . . � �„ � - 9 � � � '.t'°' e � �s� � � � H.M. HOLLOW METAL WS. WEATHER STRIPPING * TOTAL NUMBER OF EMPLOYEES AT ONE TIME = 3 " � W WITH . . , • 3 t �� . . . °��,� ��,�; � " � Gas Piping HORIZ. HORIZONTAL � NONOCCUPANCY SPACES; . . . . . ALCOVES dt WALL CAVITIES 53 SQ. F-i". � � � W,�� , p� F � - .� . - . - . . � �,�w,: � � �s�� .j� a��di!� o _ H.W. HOT WATER W/0 WITHOUT q.,.,.�,., � � � �. s. " , � � � . . . � . . . . ., �- F�' - I�WE F mac s � � � C � A ; - ; , � ��, ,�l OR YES �l NO ❑ �.;., 13. FlRE SUPPRESSION SYSTEM: �� . I�:?N WD. WOOD • • • • • • NORDSTROM '� ' ' ' ��r a = � �^ -� � � �� a - �� i� 3� � 3 � � � a � usi �t�l. .�. . �y� � tl j �� ` !.:i �.:'i il �e.� � �tv.( ) INCH .�r . ' �� a� �� . � : ;�, �� , �� a �� .� .� �� _�� X� � � � °� �` N C E CO{UI LIANCE .� . . = �, .�. .�, "m �, .� _. . � . ;,� - �' � �R rt _� . . . . ,� PRQ �I� INT. INTERIOR 14. MISCELLANEOUS NOTES:, . • • • ' � ALL X, . .�= M � ��Q�� -� �� ` � � � ' � �"�� c � TENANT S GENERAL CONTRACTOR SHALL VISIT THE PREMISES AND VERIFY .� -� � �y ��'"' f� s� , E ISTING CONDITIONS PRIOR TO START OF CONSTRUCTION AND SHALL = a � � �� . . . � . -- """ �� : � `"��-�"----`- - " ` � . u . � � � � ew c� �ri rS'm ';� �� . �� Z� �� "'6:�I�Si . vm a�n "� °� �"� 6� '!� _' � _ � O O REPORT ALL DISCREPANCIES TO TENANT S ARCHITECT. TENANT S GENERAL . ,�f � �� _�.:� �� s� , ��, �. � ��;�¢� � �a � �" �_ �x3- � �� JCPenney � �� S CONTRACTOR SHALL CONFORM TO ALL REQUIREMENTS REGARDING .l- � � ' �. � • ' . �� I � � � � � � � a:. � ° � � � � , � 16 CONSTRUCTION PROCEDURES, INSURANCE, EfC., AS SET FORTH BY THE . �' �� Y ��w""""��' _ � � `� ° , _,,,�, i � � , � � � � ? � - , . . , .., }�d..� , ,.w.. LANDLORD. � �,�.� � � _ �y . . . . . . . '0."� _ „� . . _ DETAIL NUMBER ROOM NUMBER ROOM r�,� tw� � _ a �i �, , . - � ' ��:� . _ �' if of Tu wila ` . : � •� � �� g . n,y�° , �; � . . � r�� j �OX LU�H Pi�E POST PU�HL�ST � � � �� . . �� . �o �.� . . ,� ... 3 15. FIRE SPRINKLERS:. . . . . . . . . . AN AUTOMATIC FIRE SPRINKLER SYSTEM IS EXISTING WITHIN THIS SPACE. THE � � " ""� ,�„�. y� . � . . _ _ ' : ¢ G D VISIQ�1 CONTRACTOR SHALL REWORK AND MODIFY FOR NEW ROOM LAYOUT & CEILING ' � . � . ,��, - -� M�^• ' � �p;;" I' ' � '� - ` ert � � �' 1. DOES FRONT ;DOOR AND BACK DOOR HAVE A 7-PIN CYLINDER FOR BL PROVIDED CORES? SHEEI' WHERE � KEY NOTE 2 HEIGHTS IN CONFORMANCE WITH N.F.P.A. 13 STANDARDS & LOCAL CODES & '' °��"°" �" � x'�t � r'� �� ''� : �� O �.�A� � o�,: � � �:� .,`p� 4 Gy . ,� E'�'� X� 3� a3 .,� 2. IF NOT ALREADY EXISTING, GC TO FURNISH AND INSTALL A PEEP HOLE AT 5-0 AFF IN BACK DOOR I- DETAIL (S SHOWN REGULATIONS. ALL WORK SHALL BE DONE BY A QUALIFIED SPRINKLER ' ' ' ' � -�� ' "-� � + ;,,� � ° � �� : � � � � "� � �„ ,„ 3. GC TO INST : � �, ,� ,� �7� . ,�1 . . . ALL A PRY PLATE ON BACKDOOR IF NOT EXISTING � CONTRACTOR WHO SHALL DESIGN & PREPARE SHOP DRAWINGS & SUBMIT �� 3; � '�- �• � �� x �R �� :�"�,_ i Y, 4. GC TO FURNISH AND INSTALL A NEW BATTERY FOR THE DETEX IN BACK DOOR 3 PARTITION IYPE -O THEM TO THE LANDLORD FOR APPROVAL PRIOR TO FABRICATION & � ��`�� -� ��" ,'� "°' �� W SECTION CUT A100 ��'� � ' � � �� .-�' ' °� � �' � Y , �� 6 � y�. � � �� a a�3, 5. GC TO INSTALL SECURITY MIRROR IN LOCATION DIRECTED BY BL OPERATIONS TEAM � W INSTALIATION. SPRINKLER CONTRACTOR SHALL BE LANDLORD APPROVED. HEADS .K.� �� :�i� .�� g ; �� ` �� '�� F' . � 6. GC TO INSTALL 2 INK TAG DETACHERS IN CASHWRAP ''� �_ , Ma p; � r>; cn � �F ?�.i �- ; � �:.� ' o m � DOOR NUMBER � IN CEILING TILES TO BE CENTERED IN TILES WHEN IN A PUBLIC AREA. ,.,° �: � _��a ,,�; �� & -�, F y ��L 7. GC TO INSTALL METAL STRAPS ON FRONT OF CASHWRAP AND BACKWRAP `D a c".� �-- CJ� �� ;� ' " �'�`" ,� ��,,;�,,.,,,,,,; ' 8. CORK BOARDS TO BE INSTALLED IN THE BACK ROOM/HALLWAY BY GC AT STORE OPERATIONS DISCRETION o � � W � 9. ADA STICKERS AND SIGNS TO BE INSTALLED BY GC ON CASHWRAP, FRONT WINDOW, AND FITTING ROOM z m �(� BUILDING CROSS 4 ' � ` � SECTION A� ELEVATION BENCHMARK �� , � i � - �� - °�" � � � � �� 10. LOCKING COVER ON THERMOSTAT ; � � o � _.I ,r° : � - � W ..�..� � �;; :„v� .. •``� ,,,,,o,y;,� ', j•.„,:•g 11. GC TO SUPFLY 8 KEYS FOR FITfING ROOM DOORS (IF MULTIPLE FITfING ROOMS EACH DOOR IS TO BE KEYED ALIKE) o� w = t,O � FIRE SPRINKLER DRAWINGS AND HYDRAULIC CALCULATIONS SHALL BE SUBMITTED BY °•�:r' , '' . , �� '� .� �� 4B """.,°'° , � �, 12. GC TO CAULK AROUND FITfING ROOM BENCHES AND BASE BOARDS WITH CLEAR SILICONE � o ; v THE LICENSED FIRE SPRINKLER CONTRACTOR TO THE GOVERNING MUNICIPALITY FOR ��s ;.�� :� �. -�..� � '� '� '; �� 13. HANGER TITE TO BE INSTALLED IN BACKROOM PER BL OPERATIONS TEAM DIRECTION -� ~ ELEVATION A� REVISION NUIu1BER Q APPROVAL PRIOR TO ANY WORK BEING PERFORMED. � �'' � »��-� x 14. IF WE ARE REUSING AN ADA FITTING ROOM, GC TO ADD A FITTING ROOM HOOK AT 48" NEXT TO FITfING ROOM BE NCH ' 15. SLAl1NALL SCREW CHECK. MAKE SURE HARDWARE SLIDES FLUSH ALONG SLATS WHERE SCREW HEADS STICK OUT. , — � , �, � � a . � ��`� � �� 4�� ;�§� � �!� - �� M � ....�� ..� . � ,, � � , �xG � . ,. � ` �, a �"' �� z � wt,� r � ' . .�: �, � . .. � : VINYL TILE (V.C.T.) RESTROOM FINISHES WALLS: P-2 ABOVE 48", WC-1 BELQW, U.N.O. BASE: VF-1, U.N.O FLOOR: VF-1, U.N.O CEILING: P-2, U.N.O STOCKROOM FINISHES WALLS: P-2 BASE: B-2 FLOOR: EXISTING CS-2 CEILING: EXIST. A.C.T. A i RESTROOM DOOR -MARBLE THRESHOLD -EXIST. CONCRETE CS- �ri ��• •�•I�� , � ■ , m�. � , ,,.. .�-�-.. .��..,„,. ..,, • . .,w. �..,..... v.,,�,,,.,, � � �'� , 4 4 , � � � a. � � i_ , � - �� " «•� � + + '` k ' CONCRETE CS- � � 2 � 1 �— MAX SLOPE ADJACENT TENANT �� EXISTING 8 � , RESTR00 �� SALES AREA FINISHES WALLS: SW-1/SW-2 TO 11'-0" U.N.O. P-1 ABOVE 11 �-0" U.N.O. BASE: B-1 U.N.O. FLOOR: CS-1 U.N.O. CEILING: P-1 EXIST. GYP. BD. CLC. C I ADJACENT TENANT D I — z. � � -- --- -- -- --- --- -- --- ------------- --�:s�� — -�-�� ---------- — — — ---------------------- -- -- -- — --- -- — �� zrw.� _ . - - _ M,� ��.. � , �W�a�� - - ._—�� .�.�.ws�� .._��_�_ �_� w� _�__�� .r�b� �.�� an: ��x�z �_�� ysx . _ � � -- _ . . � . _ - �� I� �� i� �� i� �� I� �� ;� �i� � � �� r ; , y: 1 �I� ��I� �� !� �� `�i� �i� �i� �� C , , . � �� ,: � � � � ,, � � . . � � � �i r�rJ . . . . �� 1�1:1 r— rrr��: r— . . �� C5— BASE: B-1 U.N SMALL BASE ____ IMPULSE IMPULSE � FLOOR: CS-1 U. 4. CEILING: P-2 U.N. . FIXTURE FIXTURE FIXTURE BLACK T BLE � � I� — ----- —� �1Z 2AIOBC FIRE �1 EXTINGUISHER 2 BY TENANT G.C. I I As I4 A3A 2 — 3 � I�. � EXISTING STOCKROOM I MA ESK__ FAB AF � — � STOREFRONT DOOR DOOR CLOSURE LINE REDUCER STRIP - SCHLUTER SCHENE "RENO RAMP" FOR TRANSITION TENANT FLOORING �f-1" TO LEASE LINE � 'i .,� _ _. � _.... , _ wm Y ,� .... � .,. , _ . r K _. �, . _ � 4.� �� " ' , t " — "�` ��, .. , �! � .„� .. ' �..._ � � � k { � - ,•k t � . , � % '� � < �._.. ' �� ' �' - r—cr � �— EXISTING CONCRETE SLAB —�� 7AL JLE G.C. >TING � � ` �� 's � y �.,r�� i' � � t .. . � :. ., $� � d` . �� '�wrr.::. ¢ _ . t . � � �.. . ". ; � � � , �_ # :. �,-��. j �°R �' FINISH JOINT W/ CLEAR SEALANT— PLASTIC J-MOLD TO MATCH WAI NSCOT 4'-0" A.F.F. EXISTING WAINSCOT GYP. BD. OVER METAL STUD FRAMING ALUM. J-MOLD FINISH JOINT W/ CLEAR SEALANT VINYL TILE FLOORING YF-1 NEEDS TO COVER UP ALL 6" WATER PROOF MEMBRANE (BELOW FLOOR FINISH AND UP TO 6" ON WALL) (E) CONCRETE SLAB � RISE •— CS-1 BIACK TABLE � i i i SALES AREA - TTING RISER i i i i SMALL BASE FIXTURE � OOM J i i i i _ a� SMALL BASE i i i i ----------------------- ---------- -� � '- W FIXTURE � ---�---- ------- ----------- ----------- � ; � UNIVERSAL SECURIlY� FIXTURES - � � g _ TABLE SEE ELE T. SHEEfS i I Wi m AREA DENOTES 44" 4 2 i � `�� ACCESSIBLE ROUTE A3 BLACK T BLE_______ __i � �� 3,_�„ BLACK TABLE i RISE _ , _ �— / , ,„ --------------- ----------------------- i ----- � I I � i � ------� i INSTALL NEW SLATINALL SMALL BASE �$ o� o o� o i SMFIXTURESE i OVER NEW PARTITION FIXTURE PIN � � I i � FIXTUR i AREA DENOTES 44" i ____ _ ____ __ ___i � � ACCESSIBLE ROUTE � CS-1 � � (1) 2AIOBC FIRE � � i � I � �---------- CS— EXTINGUISHER BY A3 CASHWRAP �_________________________ i ----- TENANT G.C. SEE 6/A6 ----- ----- INSTALL NEW SLATWALL ----- FOR ADA ----- �NSTALL NEW SLATWALL _____ OVER EXISTING WALL i ----- 1 N10DULE ____= OVER EXISTING WALL _____ � — t� � � � � DIVIDER � � � — — � � DIVIDER � �` DNIDER � � � —_... ..._ .—..— �— �— ._..� .+ — — ---�� == -- — — — . - � � � .� _. � .,�.. � ._ — � � _.. � � — _.._.:, .� . _._ � � � � , �� — — — — — — -� —� — — — — — �3�8. N SLA ' �� V � a � � Q . a . -. . . � . . 4 � . . . Q : . a .. . a . . . d „ . . • 4 . ' � �. . �w � 9+�� *WHEN REQUIRED* 26'-2 3/4" ' EDGE OF CASHWRAP MALL CORRIDOR 80'-5" LEASE LINE DIM. 8'-1 3/4" �(VERIFY W/SHOP DWG.) PAINT - "P-2" � �_ . M.� .�. , �.. i � � � t �� .. ', i��a� �"! �, 4 � re$ i�.� c �� , ._ � � � � ^� , E � �,,� � �, .' t ' ' �' ' c � �., • �� r—� ACCESSIBLE COUNTER LOCATED ON CASTERS AND ATfACHED TO CASHWRAP BY 90' HINGES � 0 ADA MODULE i FRONT OF CASHWRAP �* N �„I) 3'-8 I/4" 36" MIN. � '��° � '��° 24'-8 7/8" SLATWALL/ EDGE OF CASHWRAP —INFILL NEW TENANT FLOORING "T-1�� TO LEASE LINE - SUPPLIED � & INSTALLED BY G.C. w � � � w � � # �• • . 1. G.C. TO REVIEW BILL OF LADING UPON RECEIPT'QF ALL SHIPMENTS. ANY DAMAGES OR SHORTAGES ARE TO BE INDICATED AT RECEIPT, OR WITHIN 24 HOURS. FAILURE TO DO SO WILL REQUIRE G.C. TO COMACT VENDORS LISTED ABOVE AND PURCHASE SAID ITEMS AT G.C. COST. 2. ALL OVERAGES OF TENANT SUPPLIED ITEMS ARE TO BE STORED IN STOCKROOM LOFT 3. G.C. TO PROVIDE FIRE EXTINGUISHERS AS REQUIRED BY CODE. G.C. TO ALSO PROVIDE THE FIRST SERVICE TAG WITH DATE PRIOR TO TURNOVER. 4. GC TO REPORT ANY MISSING PIECES OF VENDOR SUPPLIED SHELVING WITHIN 48 HOURS OF RECEIVING ORDER, FAILURE TO DO SO WILL RESULT IN G.C. HAVE TO REPLACE AT OWN EXPENSE. 5. G.C. TO BOLT THE SAFE TO THE FLOOR, UNDERNEATH THE MANAGER'S DESK. COORDINATE WITH BOX LUNCH PROJECT MANAGER. 6. BEAD BLAST OR GRIND EXISTING FLOOR TO PREP, AS REQUIRED. STAIN DARK GREY, SEMI-GLOSS FINISH. CONTRACTOR'S NOTES: 1. WRITTEN DII�ENSIONS HOLD PREFERENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS. CONTRACTORS MUST VISIT JOB 51TE TO VERIFY ALL EXISTING CONDITIONS AND QIMENSIONS BEFORE SUBMITTING BIDS. REPORT ANY DISCREPANCIES OF ANY CONDITIONS WHICH I�AY INTERFERE WITH THE PROPER EXECUTION OF, TO TENANT REPRESEMATNE REPORT DISCREPANCIES DURING BIDDING PROCESS AND BEFORE START OF CONSTRUCTION. EXTRAS WILL NOT BE ALLOWED FOR JOB OR CODE COI�PLIANCE CONDITIONS AFTER COMMENCEMENT OF CONSTRUCTION. 2. FIXTURE PLAN, FLOOR PLAN, INTERIOR ELEVATION SHEET, REFLECTED CEILING PLAN, DEMOLITION PLAN ARE OF THIS SPECIFIC STORE. DEfAIL SHEEfS ARE GENERAL AND MAY OR MAY NOT BE STORE SPECIFIC. , I�U� � ;� 2� �6� .�� N 1 . ..�NA�� . � ��"�,6��'�'�� MALL ' 3 COMMON �I Ag AREA � w Z � TENANT FLQORING "T-1 " "' TO LEASE LINE �, �- i d- N', STOREFROM SIGN ABOVE. SEE SECTI4NS AND ELEVATIONS LINE 2 ; 1 ��$�� 9"�'� C3�' �'��'��L�. JU�V 2 4 2016 �� E QUIWirTY SYAi� DE9C - 8 BLACK TABLE RISER - 6 DMDER - 2 OPEN 2-WAY . - 6 SMALL BASE FIXTURE - 2 -- IMPULSE FIXTURE - 1 PIN FIXTURE - 1 � UNNERSAL TABLE - 2 Q WINQOW PLATFORM - 2 � POST FIXTURE - 1 CASH WRAP ;::. � �� , t n,�� , "d � 1� � k Y�� 'p'� �' % � � 7� �� ;r� g� �y � Y�; � � t � � � '`� � �� $�� `� �� " �� ,o-�. (�1Ut� �, � � ::�,� �.�� _ , a.� j�. n: , i � � � f � �.d 1 �%� a� � i s �� . � �� '�i :�� . r�: �� N � 9�� P � kv �� . . .�� e�� V � O � � � � O L � � � N U O -� 5... � � U � � � N � .� � C O .� � � � N � 0 O N � dA �7 d i � , .� �",�� 1��'" �o .r� ° � , � �"� ��"�� A ��4�� ' � �, �`��., _ �i�h�'%�a _ " " _ � �� " —�-- — �� V � O � V (U > �L �F— � L � V "`'' � N U O -� L V � � � U � L � V � � N , � .� � C V � ' •tA � N � V � oPTio�v z � f � � � � >z� �1�. ��„ ��' � �`�� ". �� ;. r . `��r�'��a ; , ��. . � � . . , , ��t� .. . .' + � . MA�lAG E R'S D ES K Second set of DRLs �„ between shelf levels O N r � N O _ .� �� N r � �L �+— 0 � N r-IN C � N �— U O � � C � U �� M C > .� � � O .� � N O � � � � N � n i � N O � (U V > � � � � -1—� � � V V � O , � L � N U V � � L � � � � > .� V = � O �N C N � V � i ��a�:��/�� JUN 24 2016 �'�R��T' C�NiER � �� r �� £, � FtEVIEWED FOR C4D� �Oii�PLlANCE �4PE��t��[� JUL � 0 2016 ' Ciiy ofi T�aEcvyif� BUI[..I�If�S"� �iI�fISIOfV GENERAL NOTES NOTES: 1) DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND CALCULATICINS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE 2012 IBC, ASCE 7-10, & 2012 ANSI/RMI—MH16.1 2) STEEL FOR ALL SHAPES IS Fy = 36 KSI, ASTM A1011-12 GR 36 (EXCEPT AS NOTED) 3) ALL ANCHORS ARE HILTI HUS—EZ (ESR-3027) OR APPROVED EQUAL (SPECIAL INSPECTION REQUIRED — REFERENCE SCHEDULE BELOW) 4) EXISTING CONCREfE SLAB = MIN. 4" THICK SLAB—ON-GRADE WITH F'c = 2500 PSI AND 500 PSF SOIL BEARING PRESSURE 5) STORAGE SHELVING CAPACITY = 10 PSF PER LEVEL 6) ALL SHEIVING INSTALLATIONS AND SHECVING MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PIAQUE, EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL 7) ALL SHE�VING SHALL BE ►N COMPLIANCE WITH THE RMI 8) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC 10) SHELVING UNIT'S MAXIMUM "OUT—OF—PLUMBNESS" SHALL BE 0.500 INCH IN 10 Ff. EARTHQUAKE DESIGN DATA: a) Seismic Importance Factor, IE = 1.0 Risk Category II — Not open to public b) Mapped Spectral Response Accelerations: Ss = 1.454 and S1 = 0.542 c) Site Class = D (Assumed) d) Spectral Response Coefficients: Sds = 0.969 and Sd1 = 0.542 e) Seismic Design Category = D f) Basic Seismic—Force—Resisting System(s): Non—Building Structures, Steel Storage Racks g) Design Base Shear = 130 Ib h) Seismic Response Coefficient: Vt = 0.173 i) Response Modification Factors: R= 4.0 j) Redundancy Factor: p= 1.0 k) Analysis Rrocedure per ASCE 7-10, Section 15.5.1 ST�►TE�E�T OF SPECI�►,L INSPECTION VERIFICATION AND INSPECTIO CONTINUOUS PERIODIC STANDARD HUS-EZ INSPECTED BY HILTI HUS-EZ, 3/8" DIA X 3" LONG - CONFIRM ANCHOR TYPE X PER ICC-ES ESR-3027 SECTION 4.4, INSPECTOR 5.2,TABLE 1 CONFIRM CONCRETE X MINIMUM 2500 PSI COMPRESSIVE STRENGTH CONFIRM CONCRETE X 4" MINIMUM THICKNESS HILTI HUS-EZ, 3/8" DIA X 3" LONG - HOLE DIAMETER X PER ICC-ES ESR-3027. INSPECTOR SECTION 4.3, 4.4, FIGURE 4A CLEAN OUT OF HOLE X BULBBLOW OUT - PER ICGES �NSPECTOR ESR-3027 SECTION 4.3, 4.4 MINIMUM ANCHOR SPACING x 2.25" - PER ICC-ES ESR-3027 INSPECTOR SECTION 4.4, 5.7, TABLE 2 MINIMUM EDGE DISTANCE x 1.5" - PER ICGES ESR-3027 INSPECTOR SECTION 4.4, 5.7, TABLE 2 ANCHOR EMBEDMENT x 2.5" - PER ICGES ESR-3027 MSPECTOR SECTION 4.3, 4.4, 5.2, TABLE 2, 3 TIGHTENING TORQUE X 40 FT-LBS - PER ICC-ES ESR-3027 INSPECTOR SECTION 4.3, 4.4, TABLE 2 Note: Inspection to be completed X by a 3rd party Inspector Self Drilling #12 x 1" Screws - 2 screws from upright posts to � carriage and 2 screws from _ anti-tip arm to carriage Anti-Tip Arm e��■o Arm Flange for alignment into wheel channel - 3/8" HILTI HUS-EZ ANCHORS w/ 2-1/2" MlNIMUM EMBEDMENT , SPACED AT 24" O.C. MAX. ' •e .. , d' tl . • ' q , a a' .. ' �. .a. . . ', ' •° • •e d - . a • . •' ' e • • a ;.e • . , •a' . ..�• n. .a.• " ' • ' . . .t1 • ; '. ',e� , • �� - . • • ' ' d . a` , a . �` a' • :Q - . . : . . , ,, e. . G• •� . . • ' . ° . a'. '°a .. • � ' . � � ~ �.b. • , • . .•d : � o • •< : • . . d • � 6 . • Q�� . . • • , � n � a • '. a . .• d .• , , • � • .. d • • . ° � d •. d � . . •i °v• . a• riv . . . ' : : . . • : e.� . • � 4. p ' . • " • a • .e • ' . • . a .°g� ' .e : aa, . ' •a . ' ' �C � a,d ' • ' . • . , e ' ' • , . 'G . e• •a . : . .< , ' � . ..� �'. d!. 'a ' ' • ' . ° � . ' a� - C.�• • a , a, .. . •: . , , ; . A ,d: '•a., a e, •. a " : , • : • "° . d; < . + _ . ,� . . . ' • Q , •a a" , e ,• ♦'a . . e : , d, • • ° ' a, • d ' . . . a •. . a•• ' ' e . d e ' . .a •- �, • � . .. • . _ . ;e , . ' e G . . : e a ;a . . a'�• • • ; . a • • v' - e , .e a. . . 4 ' ' -e • . a, . ' a . a ' .d ' , ' . , a � • aa. e - . , Q ' , , � , a . , . � �� . . a �' . d' .. .. . e w: .. . , . . . ' . e<,' a' . a°' r � Ge. , , ' •^ ' a. ' • . ANTI—TIP TRACK NQTE: FlXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT USE A FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES. BACK TO BACK UNITS, WHERE OCCURS� SHALL BE BOLTED TOGETHER WITH 1/4"�t BOLTS AT 24" O.C. ALONG THE LENGTH OF THE POST. 3fi" OR 42" 42" 42" , s� NOTE: SHELF CONFIGURATION (LENGTH, WIDTH, NUMBER OF SHELVES) VARIES PER UNIT —REF. SHELVING CUT SHEEfS AND FIXTURE PLAN —ALL SHELVING TO BE WIRE GRID SHELVING 18" , WALL—SUPPORTED FREE-STANDING FIXED SHELVING SIDE VIEWS � 1/` �/�y �L—POST 14 GA. UPRIGHT STEEL POSTS NOTE: THE SHELVING SHALL BE ATTACHED TO THE EXISTING WALL STUDS AND CONCRETE SLAB. NO NEW STUDS OR STUD WALLS ARE REQUIRED. #14x3" TEK SCREW AT EACH WALL STUD -NP. „ �\°c I F �T—POST 14 GA. SHELF BEAM -REF. DETAIL 2 EXISTING WALL COVER —EXISTING WOOD OR STEEL WALL STUD 16" O.C. MAX SHELVING POST Q ISTING STUD WALL SHELF BEAM IN. 1" EMBED. -REF. DETAIL 2 Q ��0 STUD WALL 4 1�.�TCONTRACTOR SHALL FIELD VERIFY MINIMUM SIZE, SPACING, AND GUAGE OF EXISTING WALL STUDS. 2. MINIMUM STEEL WALL STUD SIZE = 362S125-30 (3-5/8"x1-1/4"x20 GA.). 3. MINIMUM WOOD WALL STUD SIZE = 2x4. � WALL ATfACHMENT DEi"AIL 42" 42" MOBILE SHELVIN� 18" SIDE VIEW ,� � SHELF BEAM CONNECTIONS —POST 1-/iJ 1 GIV YY� �f I`tX 1 LONG TEK SCREW "T" POST COL. B.PL. (2) 3/8"� ANCHOR BOLTS w/ 2-1/2" EMBEDMENT (SEE GENERAL NOTE #3) 5 BASE PLATE AND SLAB DETAILS I a ANCHORAGE OF FIXED AND MOBILE RETAIL SHELVING UNITS. THESE __ _� _ __ _ DRAWINGS CONTAIN ONLY THE PLANS AND DETAILS PERTAINING TO THE PROPER ANCHORAGE OF THE BACK-OF-HOUSE FIXED AND MOBILE SHELVING L�� -� V �M �r � � � � Q� RACK SYSTEMS. REFERENCE ARCHITECTURAL PLANS FOR FULL EXTENT OF WORK. THESE SHELVING UNITS ARE NOT ACCESSIBLE TO THE GENERAL PUBLIC. ~i�`�� `� ��.�1 ��"? � � � � � „� �.�,� N�;r ��j� ��' ;..,��,i��,�1 � SCOPE OF WORK I �_;�:-�=_��---� : � �o «� _� � ,• j � � N � � C�l ,.� r,- � � ti� � KV C�1 .._l �( (' .� .i j En fn Cl3 � � i � �I�. i � � � o ---- = _ = .} — —, _�'`�- �: j � �'-��,� � � c`9 ( f�ti�2 I 1�,, r� ( I '� � �L�,! ��' � � T _W .._... �;�5� I�j � � � . � UU OC) � ._...__ ...�.. � �� I �y N N N �- REVIEWED FO � _, . _ __[--- -- � � CQDE COMPLIA� CE __ _._..._ a . , t�PP�aV�t� I _._ ....,.... ....,....,.. � ` � ..r.. � _. , ---- -- �l�l'`� i 3��.3 � i�� JUL 2 0 2016 ' �`� �,�� _�' ___ � i ; �1-� ��Eh;�� f�Vi � � � - i i � ` ¢ �� ,�,,,, i �; , , � � i i � r . -� � i i��;.C. E u F'I��iG'� � i: � i Cif� ��T'uk�vila E i I I �it�s: l�II{�I�UI�f~�r li �-___-----___ I� �3UILDI�G 0�1lE'1�143(�! � { � i �T �.t?t�� I � t� f�� i _ _ ,�,..�,� .w�. i i i i �1-I��j(�J, F:L:C�� i � u ��9� � �L—�---��-----�J LC��L ��C�E� i � �� .. .,, i ��1�'`� ��= �'�� : -..-- _ _._.-.- � i : i -�v��- JUN 24 201 � i �� i � ' MANAGERy'S F,�LEI � �' � _ _�_...� _ i =— ES�,K _ ��AB,i � � . i i �� P�RI�d@�' C�� F� i � � AF n ,� ; � ; i i,� ji !-- = 42 X24 � �._..w________ _ _. - i i � G� � 5 pST P � 1 /4"sb RIVET 14 GA• SPANNER BEAM - TOP & BOTTOM •POST "L" POST COL. B.PL. (1) 3/8"� ANCHOR BOLTS w/ 2-1/2" EMBEDMENT (SEE GENERAL NOTE #3) 11 GA• 1 /4"t� RIVET TYPICAL SHELF BEAM 4 4 4 ^ #14 x 1" v? SCREW � .,.. .. �. _; • \ � °. .. a . . �: . , ,�„� ::.,. �� ' °' � � � i (n . . ' , v` • . • � ;, . .••a; �a ' ' ..�. . ' 4"; • ' N Z � .•�•4 � ••':.4 .�' "�.. •�.•, .: � •,;' ,; • � , : . .. •, n,. t • . ' : •�! . . .. .a: :. . � • '• � x :� .� �. :� i• ' • • ., -• . VJ •d. ' ��. '�'� + '• �4� . � � �• . •` .� •� � • Q• ' a . SHELVING LOAD ON SLAB = 100 psf MAX NC�TES / SYMBt��S � STATIC UNIT � PVIANUAL Mt?BILE UNiT PARTIAL FLOOR PLAN & SHELVING RACK LAYOUT �UN � � �Q16 �;�� . w°',r,,, � f ~�� ,+��'�'��, r � 1, + �i .'' • � , R;,a W O N M � � W � � �a+ 1 C.' \I�IY� � � JQa� W --� i�" � � � Z 1 � J �— � � J I— l.iJ �C � C/� � � � � W � C/� =U�dC � =zs � � � � � � � O � �_� � � � � � N � ``'� r. � p W � � �� ' L�] M � � � � � 1,' W u.� � � W > � w �— � U) � � � W J � � � � p ��/-� �j YQ vJ Q = � � � U W � Z � � �Q� � Q � � z � w Z � O � Q� z� QO ° W � � M � �� Ww� U�p �p �'- � W � PROJECT #: 16-05-224 DATE: 5-23-2016 SHEET � �� J¢� �� t #� ., ;7