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Permit D17-0277 - TARGET - DESIGN ENVELOPE FOR FIXTURES
TARGET 301 STRANDER BLVD D17-0277 Parcel No: Address: e 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.Rov DEVELOPMENT PERMIT 2623049005 Permit Number: 301 STRANDER BLVD Project Name: TARGET Issue Date: Permit Expires On: D17-0277 1/5/2018 7/4/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TARGET CORPORATION T 0627 PO BOX 9456 C/O PROPERTY TAX/TPN 0950, MINNEAPOLIS, WA, 55440 ELLE REINHARD 1101 2ND AVE #100 , SEATTLE, WA, 98101 SKANSKA USA BUILDING INC 389 INTERPACE PARKWAY FIFTH FLOOR, PARSIPPANY, NJ, 07054 SKANSUB985RT TARGET 1000 NICOLLET MALL, MINNEAPOLIS, MN, 55403 Phone: (206) 962-6865 Phone: (973) 753-3507 Expiration Date: 1/12/2019 DESCRIPTION OF WORK: DESIGN ENVELOPE FOR ALL FIXTURES REPRESENTED IN CONSTRUCTION DRAWINGS Project Valuation: $8,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Electrical Service Provided by: TUKWILA Fees Collected: $432.95 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: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: l 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: 1,(A—, , /ter!! Date: Print Name: yrcr4751-z^ r271kie L 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 ernploy,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. o 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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. 13: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 10: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 11: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 12: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 14: Maintain fire extinguisher coverage throughout. 15: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 16: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) 17: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1018.1) 18: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC 1013.6.3) 19: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 21: 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) 22: 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) 23: 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) 24: 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) 25: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 26: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 27: 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 CITY OF TUKT',A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building PeLt No. V Project No. Date Application Accepted: Date Application Expires: (For oa ce use onl ) 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 t King Co Assessor's Tax No.: 262304900505 Site Address: 301 Strander Blvd., Tukwila, WA 98188 Suite Number: N/A Floor: N/A Tenant Name: Target Corporation PROPERTY OWNER Name: Elle Reinhard Name: Target Corporation City: Seattle State: WA Zip: 98101 Address: 1000 Nicollet Mall Email: elle.reinhard@mg2.com City: Minneapolis State: MN Zip: 55403 CONTACT PERSON — person receiving all project communication Name: Elle Reinhard Address: 1101 2nd Ave #100 City: Seattle State: WA Zip: 98101 Phone: (206) 962-6865 Fax: Email: elle.reinhard@mg2.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Company Name: MG2 Address: 2300 Berkshire Lane, N Ste. 200 Architect Name: Justin Hill Address: Address: 1101 2nd Ave #100 City: Seattle State: WA City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications \Permit Application Revised - 8-9-11.docx Revised: August 2011 bh New Tenant: ❑ Yes ® .. No ARCHITECT OF RECORD Company Name: VAA, LLC Company Name: MG2 Address: 2300 Berkshire Lane, N Ste. 200 Architect Name: Justin Hill Phone: (763) 559-9100 Fax: (763) 559-0378 Address: 1101 2nd Ave #100 City: Seattle State: WA Zip: 98101 Phone: (206) 962-6500 Fax: Email: justin.hill@mg2.com ENGINEER OF RECORD Company Name: VAA, LLC Engineer Name: Kelsey F. Brown Address: 2300 Berkshire Lane, N Ste. 200 City: Plymouth State: MN Zip: 55441 Phone: (763) 559-9100 Fax: (763) 559-0378 Email: kbrown@vaaeng.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Target Corporation Address: 1000 Nicollet Mall City: Minneapolis State: MN Zip: 55403 Page 1 of 4 BUILDING PERMIT INFORMATIOh,206-431-3670 Valuation of Project (contractor's bid price): $ - D 00O' Existing Building Valuation: $ 10,889,200 Describe the scope of work (please provide detailed information): Design envelope for all fixtures represented in construction drawings. Will there be new rack storage? ® Yes ❑.. 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): *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Floor area of principal dwelling: Floor area of accessory dwelling: Number of Parking Stalls Provided: Standard: 332 Compact: 0 Handicap: 8 Will there be a change in use? ❑ Yes 1 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 2 Sprinklers ® Automatic Fire Alarm ❑ None D Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes J No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. 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 Department. H:\Applications\Forms-Applications On Line\201I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lx' Floor 113,237 IIB M 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* 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): *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Floor area of principal dwelling: Floor area of accessory dwelling: Number of Parking Stalls Provided: Standard: 332 Compact: 0 Handicap: 8 Will there be a change in use? ❑ Yes 1 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 2 Sprinklers ® Automatic Fire Alarm ❑ None D Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes J No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. 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 Department. H:\Applications\Forms-Applications On Line\201I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBIC WORKS PERMIT INFVATION — 206-433-0179 Scope of Work (please provide detailed information): • Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ® ...Water District #125 ❑ ...Water Availability Provided Sewer District ® ...Tukwila ❑ ...Sewer Use Certificate O .. Highline ❑ ...Valley View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention cubic yards cubic yards - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ❑ ...Water Main Extension Public ❑ 1.1 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding WO # WO # WO # ❑ ...Deduct Water Meter Size Private ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 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 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 exceeding 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 OR AUTHORIZED AGENT: Signature: Ad. Date: 09/01/2017 Print Name: Scott Owen Day Telephone: (206) 962-6500 Mailing Address: 1101 Second Ave, Ste 100 Seattle WA 98101 City State Zip H:\Applications\Forms-Applications On Line\201 I Applications\I'ermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS ACCOUNT I QUANTITY PAID $16,473.67 PermitTRAK D17-0245 Address: 301 STRANDER BLVD _ Apn: 2623049005 $16,040.72 DEVELOPMENT $15,052.80 PERMIT FEE R000.322.100.00.00 0.00 $15,048.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $987.92 TECHNOLOGY FEE R000.322.900.04.00 0.00 $987.92 D17-0277 Address: 301 STRANDER BLVD Apn: 2623049005 , $432.95 DEVELOPMENT $420.35 PERMIT FEE R000.322.100.00.00 0.00 $252.03 PLAN CHECK FEE R000.345.830.00.00 0.00 $163.82 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $12.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13194 R000.322.900.04.00 0.00 $12.60 $16,473.67 Date Paid: Friday, January 05, 2018 Paid By: SKANSKA USA BUILDING INC Pay Method: CHECK 1018408 Printed: Friday, January 05, 2018 10:59 AM 1 of 1 CArliWSYSTEMS INSPECTION RECORD Retain a copy with permit 1 l7- 027 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 438-9350 Pro'ea.:. i- Type of Insp ction: tje{A ht L Address:1/1 0(54-/un.de/6lu Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector3, Date: 5 zj,/2/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b1,7 -0277 Project: �j Type of inspection: r, Iti eve - I(i11- Address !/ 30/ . 5f e..Iiee- Date ailed Special Instructions: Date Wanted: 5-8-2Z)/(5- a.m. p.m; Requester:��i(/,GC� Phone No: 2-174 -9/9-,,2 705 Approved per applicable codes. Corrections required prior to approval. COMMENTS: F>ct;Leit nesl- X/64/1-4 (;:e_orne. it ) / be.) Y.- 5r c. 2) CA_ ,i,,_L! Z>e� r AnAzj5peNad_ Inspector: '1120 Date: ��jj REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17 - 0277 Project: _ _ 1,t ' f" Type of Inspection: S.L. E.-Pox.Y Address:Date 3a1 S -h- ro- .--eLva . Called: Special Instructions: S ctI "�. - u.4& Kri) Y $ (ALt_Lc_t.f 1 . Date Wanted: Q' a_rry, -2 12 /® p.m. Requester: Co LciNI Phone No: :(.0./ .-,-5� lJ . co n Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 3T-Ff), ,�c�rs - 74cat, 4 aPf`�r�Q St� 2115�^ s � Ciro 4 r)NJ icy "'USQ SAM e eD F - etier krieS — 0 A rer Ls _- .- EtioL_ Inspector: n , Catit- c1;42.9- Date: 1/'/2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 0211 DIrl-pW1 Project: IAtyci Type of Inspection: 51-Efcx 1 Exp Cony, Address: 301 S+rAnrcler ,JV Date Called. .....� Special Instructions: Date Wanted: r a.m: 3/2� / /S' p• Requester: Lei3 Phone No: 36/500-8 7cz ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: $ 340 to 1i 4p_ Fro -70 o 710 0 2, )v /14-4441,t_✓owl ) t eye,e t REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit J/:;:/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:-----..! /t9177 Date: 5-A r %4k._ Type of Inspection: 2o-,4 Address:,...,Contact Suite #: e 1 -1 J{)�~ - Person: Special Instructions: LvV4 T - Phone No.: D-1-4proved per applicable codes. Corrections required prior to approval. COMMENTS: 4:}1/-f'1/(0l/Srl z Needs Shift Inspection: Ye ? Date: 5-A r Sprinklers: Y e Fire Alarm: liFS Hood & Duct: `^ LvV4 T - Pre -Fire: iV-P,--fJ5 Monitor: -I-444!tr--7 fp Permits: Occupancy Type: ivk Inspector: Date: 5-A r Hrs.: 1 r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII 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 INSPECTION NUMBER INSPECTION RECORD Retain a copy with . permit 19/ ?- 629 -7 - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:i #12, Type of Inspection: �� • Address: _ Suite #: �dl ,�7%-Qe Contact Person: Special Instructions: Phone No.: Approved per applicable codes. R kCorrections required prior to approval.. COMMENTS: Sprinklers: 11-e"> Fire Alarm: y S Hood & Duct: '-- Monitor: 1 "b D f1 y PST /r 671/15(161c ANJ 6 Fz-'P PLLji/vod J h- i w e v Z L- 7 s/i Pi /2/9 % /"JG7 -)/ uvk xi --w 4m s t Needs Shift Inspection: i- `-7 Sprinklers: 11-e"> Fire Alarm: y S Hood & Duct: '-- Monitor: 71-ck,{4e4-- S evLy 0 Pre -Fire: AdtcS Permits: Occupancy Type: /AA Inspector: =714 zji� Date: cf23/�'; Hrs.: $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 INSPECTION NUMBER INSPECTION '.RECORD Retain a copy with permit 1311-- 0 - PERMIT NUMBERS CITY OF TUKWILA/FIRE DEPARTMENT 'N.- 206-575-4407 Project: i r , --- Type of Inspection Address:V Suite #: �/ D , Contact Person: Special Instructions: Phone No.: Approved per applicable codes. _Corrections required prior to approval. COMMENTS: jam% Sprinklers: Fire Alarm:Hood Hrs.: /' & Duct: Monitor:' Pre -Fire: Permits: :, Occupancy Type: -- re /74- AR94 e S ik 71:124 .rte/., tyrke cf-tv / """" 6410 0"_4A1�q "-' /f, 11:14'it-vf 7 41/ (26) 6-75-- WO , Needs Shift Inspection: jam% Sprinklers: Fire Alarm:Hood Hrs.: /' & Duct: Monitor:' Pre -Fire: Permits: :, Occupancy Type: Inspector: jam% Date: ��/y�/, Hrs.: /' E. / $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 azan &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and inspection DATE: 4/12%2018 PROJECT #: 06618009 PROJECT: Target T627 LOCATION: 301 Strander Blvd. KA P.M.: .D/7-0277 PROPRIETARY ANCHOR / 6r 2 & BOLTING INSPECTION REPORT NO.: 18009HSB041218-JB CONTRACTOR: SKANSKA PERMIT #: D17-0277 INSPECTOR: Jack Buckley JURISDICTION: Tukwila, Wa WEATHER: Cloudy TEMP: 43 ° n HIGH STRENGTH BOLTS ANCHORS fl Visual L.__l Bolts were not torque tested. ® Anchors were not load tested. ® A visual inspection was not performed NOTES El DISCREPANCIES Proof Load Torque Test El Epoxy 10Q % COMPLETE On site as requested for VT of LIGHT DUTY SHELFING anchors. Using details on SR52 Behind Guest Services; Aisle 1 in Stockthom; Aisle 18 in stockroom and Storage Room in Stockroom. About 40 anchors. Nothing follows To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Bolting Inspcclion Report Offices Serving the Western United States Lynnwood (425) 485-5519 • Poulsbo (360) 598-2126 • Tacoma (253) 939-2500 Effective 9/26/2017 This report °mynaberemodewedmany &neat wahine the writtenpermission attic client and Krems &Associates. line teemed= minded as this report is prepared for the=Amin me of the diem. This taped indicates our inspectors observation and contractor activities Th informant= is subject to review prior to final sobmitmt. By signing this report, our inspector does not lading results basedon site condition and accept responsibility for validity ofresmts. The same information has been provided by ochres an site Kra2an &Associates,Inc. Geotechnical Engineering • Environmental Engineering Construction Testing and Inspection DATE: 3/22/2018 PROJECT #: 06618009 PROJECT: Target T627 LOCATION: 301 Strander Blvd KA P.M.: of7"OZ77 PROPRIETARY ANCHOR 20-e OZ & BOLTING INSPECTION REPORT NO.: 18009HSB032218-JB CONTRACTOR: PERMIT #: D17-0277 INSPECTOR: Jack Buckley JURISDICTION: Tukwila, Wa WEATHER: INDOORS TEMP: n HIGH STRENGTH BOLTS I 1 ANCHORS E Visual ® Bolts were not torque tested. Anchors were not load tested. ❑ A visual inspection was not performed [IINOTES D DISCREPANCIES ® Proof Load ® Torque Test ❑ Epoxy 100 % COMPLETE On site for VT of anchors, using details 4 on SR52 and 9 & 10 on SR53. All wall units appear to be installed, the tall units at grid line 2.5-4.5 x G needs some work, and at 8-5.5 x D need to be nstalled. The light duty units at A.5 x 3.5 and A.2 x 3.75 have been installed. Will call for inspections after the rest have been installed. Nothing follows To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications and regulatory requirements. Superintendent/Representative: Technician: Bolting Inspection Report Offices Serving the Western United States Lynnwood (425) 485-5519 Poulsbo (360) 598-2126 6 Tacoma (253) 939-2500 Effective 9/262017 'Misreport myna bereproduced measy format without thew ¢pamission*fire dieoaand Km= & nsmcates. The information contractor activities. ThismCmmatmnisiort,00rireernrepon isprepmtrnspthe exctyive meotothe diem. The informes atoninspectors baftprobdedby others ear remits based an site conditions and =Wed to mica prior to famlwahminaL By sigmgUris repon,am iaspawr docs maameptr�bitiryCor vs(utity*ftemltslhe marc information hasbee¢ provided by others rm saa T 0627 TARGET 0 � SOUTHCENTER, WA 0 a a 0 0 0 0 Kelsey F. Brown, P.E. Registration. Number: 41093 Expiration Date: 06/25/2019 SALES FLOOR AND STOCKROOM STRUCTURAL FIXTURE CALCULATIONS for T-0627 TARGET STORE 310 Strander Blvd, Tukwila, WA 98188 26 September 2017 . Prepared for: ()TARGET 1000 Nicollet Mall Minneapolis, Mi Prepared by: nese -D FOR CODE COMPLIANCE APPROVED. OCT 2 4 2017 I City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 102017 PERMIT CENTER V1M 2300 -'Berkshire Lane North, Suite No. 200 Plymouth, Minnesota 55441 763.559.9100 bl1-(Y�I'I n j 1 J V1M STRUCTURAL FIXTURE AND RACKING CALCULATIONS TABLE OF CONTENTS - 0.0 Index 1.0 General Information 1.1 Drawings 1.2 Loadings 1.2.1 Vertical (Gravity) Loadings 1.2.2 Loading Plaque 1.2.3 Loading Combinations 1.2.4 Lateral (Seismic) Loading Project: South Center, WA BY: DDK 9/26/2017 Pages G1 -G3 2.0 Light Duty Shelving Pages L1 -L9 2.1 Description 2.2 Loading Criteria and Material 2.3 Shelf Beams Design 2.4 Determine Post Capacity 2.4.1 Allowable Axial Load 2.4.2 Allowable Moment 2.5 Transverse Seismic Design 2.5.1 Base Shear 2.5.2 Design Forces 2.5.3 Combined Stresses at Post 2.5.4 Spreader Connection 2.5.5 Shear Values of Sheet Metal Screws (SMS) 2.6 Longitudinal Seismic Design 2.6.1 Base Shear 2.6.2 Shear Panel 2.6.3 Back Brace 2.6.4 Biaxial Bending in Post 2.7 Overturning Stability 2.7.1 Anchorage Pattern 2.7.2 Back to Back Attachment 2.8 Base Plate Design 2.8.1 Downward Vertical Force 2.8.2 Uplift Tension Force 1 V1M 3.0 3.1 3.2 3.3 Gondolas Description Material Properties and Overstrength Factors Shelf Design 3.3.1 Determine Allowable Tension Capacity 3.3.2 Determine Allowable Shear Capacity 3.3.3 Determine Allowable Shelf Capcity 3.4 Determine Loding Demand on Post 3.4.1 Loading to Post - Gravity 3.4.2 Fundamental. Period 3.4.3 Determine Seismic Loading 3.5 Determine Capacity of Posts 3.5.1 Allowbale Axial Load 3.5.2 Allowbale Bending Moment 3.6 Combined Stresses at Post 3.7 Base Shoe Anaylsis 3.7.1 Verify Local Buckling of Web 3.7.2 Base Shoe Connection to Post 3.8 Overturning- Transverse Direction 3.8.1 Base Anchorage 3.9 Alternate Attachment to Wall 3.9.1 Verify Blocking 3.9.1.1 Fixture Connection to Blocking 3.9.1.2 Blocking Connection to Studs 3.9.2 Verify Stud Capacity 3.10 Longitudinal Seismic 3.11 Longitudinal Seismic to Wall 3.12 Anchorage to Slab 3.13 Stability of Gondolas Under 8'-0" Tall Project: South Center, WA BY: DDK 9/26/2017 Pages F1 -F10 2 n n i v n j VIA Project: South Center, WA BY: DDK 9/26/2017 4.0 Pallet Racking 0 _ Pages H1 -H14 4.1 4.2 4.3 4.4 Description Material Properties and Overstrength Factors Wire Decking Beam Capacity 4.4.1 4" Deep Beam 4.4.2 6" Deep Beam 4.5 Beam Connections 4.5.1 Pin Capacity 4.5.2 Three -Pin Connection Capacity 4.5.3 Four -Pin Connection Capacity 4.5.4 Uplift Resistance 4.6 Standard Frame Post Capacity 4.6.1 Allowable Axial Load 4.6.2 Allowable Bending Moment 4.7 Over Conveyor Post Capacity 4.7.1 Allowable Axial Load 4.7.2 Allowable Bending Moment 4.7.3 Verify Flare Bevel Weld Between Uprights 4.8 Strut Capacity 4.8.1 Allowable Axial Load 4.8.2 Allowable Bending Moment 4.8.3 Allowable Tension Load 4.9 Not Used 4.10 Not Used 3 VIA 4.11 Transverse Seismic Design 4.11.1 Base Shear 4.11.2 Design Forces 4.11.3 Verify Post Capacity 4.11.4 Verify Brace Capacity 4.11.5 Frame Loading at Top Tier Only 4.11.5.1 Base Anchorage 4.11.5.2 Verify Post Capacity 4.11.5.3 Verify Brace Capacity 4.11.6 Verify Design for 12'-0" Beam Span 4.12 Longitudinal Seismic Design 4.12.1 Base Shear and Fundamental Period 4.12.2 Design Forces 4.12.3 Base Shear Distribution 4.12.4 Verify Post Capacity 4.12.5 Verify Beam Connection 4.13 Not Used 4.14 Not Used 4.15 Weld Capacity Calculations 4.15.1 Transverse Fillet Welds 4.15.2 Flare Groove Welds 4.15.3 Weld Material Limitation 5.0 Slab Verification 5.1 Empirical Method Project: South Center, WA BY: DDK 9/26/2017 Pages S1-S2 4 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 kM 1.0 General Information Project: South Center, WA BY: DDK 9/26/2017 The enclosed calculations correspond to Target Corporation's Store and Stockroom Fixtures. These calculations are provided for Building Official Plan Review. All components are shop fabricated. All welding is performed in a certified fabrication shop with no field welding. Design Code = 2015 IBC Additional reference to RMI 2012 AISI 2012 ASCE 7-10 1.1 Drawings SRI 1 Structural Fixture Plan SR51 Heavy Duty Stockroom Racking SR52 Light Duty Stockroom Shelving SR53 Gondola Sales Floor Shelving 1.2 Loading 1.2.1 Gravity (Vertical) Loading All permissible loading is govemed by Target Store Operations and verified through these calculations. The design loading used in these calculations are a conservative when compared to the actual static loading typically experienced in normal store operations. Pallet Rack Loading. Pallet design load =- 4 4 of Loaded Tiers = 2000 lbs (4' wide x 4' high x 4' deep) - Includes 504 additional pallet DL 2 Light Duty Shelving; Shelf storage volume = 2' deep * 4' wide * 30" tall * 5 pcf = 100 lbs. Storage unit volume = 2' deep * (12' tall) * 4' wide x 5 pcf= 480 lbs. Gondola Loading. Shelf storage volume = 2' deep * 4' wide * 30" tall *10 pcf = 200 lbs. Single sided storage = 2' deep * 94" tall * 4' wide x 10 pcf = 627 lbs. 1.2.2 Loading Plaque use use use use 120 lbs 580 lbs 240 lbs 650 lbs A plaque denoting the following design capacities will be posted in the Target Store. See sheet SR11 for exact wording, size and placement location. 1.2.3 Loading Combinations Pallet Rack Load Combinations Per RMI 2.1 (2) DL+PL+LL (6) (1+0.14Sps)DL+(0.85+0.14SDs)13PL+LL+0.7EL (9)(0.6-0.14Sds)DL+(0.6-0.14Sds)QPLapp+0.7EL (3 equals 1.0 expect for uplift load case per RMI 2.1 The seismic load can be reduced by 0.7 Per ASCE 7-10 Section 2.4 and RMI 2.1 Gravity Load Critical Gravity Plus Seismic Critical 'Seismic Uplift Critical G1 Maximum Load (lbs) Type of Unit Per Tier Per Bay Heavy Duty Pallet Rack, Two Tier (8'-0) 4000 8000 Heavy Duty Pallet Rack, Two Tier (12'-0) 6000 8000 Heavy Duty Pallet Rack, Over Conveyor 4000 8000 Light Duty Shelving 120 580 Sales Floor Gondolas 240 650 1.2.3 Loading Combinations Pallet Rack Load Combinations Per RMI 2.1 (2) DL+PL+LL (6) (1+0.14Sps)DL+(0.85+0.14SDs)13PL+LL+0.7EL (9)(0.6-0.14Sds)DL+(0.6-0.14Sds)QPLapp+0.7EL (3 equals 1.0 expect for uplift load case per RMI 2.1 The seismic load can be reduced by 0.7 Per ASCE 7-10 Section 2.4 and RMI 2.1 Gravity Load Critical Gravity Plus Seismic Critical 'Seismic Uplift Critical G1 V1M 1.2.4 Lateral (Seismic) Loading Designed for 2015 IBC Seismic Category D Where: Seismic Weight (W) Project: South Center, WA BY: DDK 9/26/2017 R = 4 Rack with Diagonal Bracing (RMI 2.6.3 & ASCE 7-10 4 Rack with Moment Frame Action Table 15.4-1) 3 Gondola (ASCE 7-10 Table 15.4-2 Assume distributed mass cantilever) W=0.67*PLRF*PL+DL+.25*LL (RMI 2.6.2) Elevated Store (Y or N) = N Importance Factor I = 1.0 IBC Seismic Use Group = Site Class = Short Period S5 One Second Period S1 Site Coefficient Fa 5ms = Fa*Ss Site Coefficient F„ S,1= Fv*51 SDs=0.67*SMs SD1=0.67*SM1 D 1.453 g 0.542 g 1.0 1.453 g 1.5 0.813 g 0.969 g 0.542 g (ASCE 7-10 Table 11.5-1) (IBC 2015 Eq 16-37) (IBC 2015 Eq 16-38) (IBC 2015 Eq 16-39) (IBC 2015 Eq 16-40) Table 1613.3.3(1) Site Coefficient Fa (2015 IBC) Value of SDs Mapped Spectral Response Acceleration at Short Period Site Class S,>0.25 Ss=0.50 Ss=0.75 Ss=1.00 Ss>1.25 A C D D A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.20 1.20 1.10 1.00 1.00 D 1.60 1.40 1.20 1.10 1.00 E 2.50 1.70 1.20 0.90 0.90 F See Section 11.4.7 ASCE 7-10 Table 1613.3.3(2) Site Coefficient Fv (2015 IBC) Value of SDs Mapped Spectral Response Acceleration at 1 Second Period Site Class S1>0.1 51=0.2 51=0.3 S1=0.4 Si>0.5 A C D D A _ 0.80 0.80 0.80 0.80 .0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.70 1.60 . 1.50 1.40 1.30 D 2.40 2.00 1.80 1.60 1.50 E 3.50 3.20 2.80 2.40 • 2.40 F See Section 11.4.7 ASCE 7-10 Table 16133.5(1) Seismic Design Category Based on Short -Period Response Accelerations (2015 IBC) Value of SDs Risk Category IorII III IV SDs<0.167 0.167<SDs<0.33 0.33<SDS<0.50 0.50<SDs A B C . D A B . C. D A C D D G2 0 D 0 G C D 0 0 c 0 D C D 0 0 D 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 VM Project: South Center, WA BY: DDK 9/26/2017 Table 1613.3.5(2) Seismic Design Category Based on I -Second -Period Response Accelerations (2015 IBC) Value of SDs Risk Category I or II III IV SD(<0.067 0.067<S01<0.133 0.133<SDI<0.20 0.20<Sni A B C D A • B C D A C D D Design is govern by seismic loading Seismic Response Coefficient Max. Seismic Response Coefficient Min. Seismic Response Coefficient if St>0.6g Cs=SDI/(R*T) Csmaz SDs/R Csmin=.044SDs Csmin= 0.5St/R Base Shear Equation V=Cs*Ip*Ws V design braced action Vmax brace Vmin brace V moment Vmax mom Vmin mom( (RMI 2.6.3 & ASCE 12.8.1.1) Pallet Rack and Light Duty Shelving Cs*ip*Ws = 0.136 *W/T Csmax*Ip*Ws = 0.242 IN Csmin*Ip*Ws = 0.043 IN Gondola cs*Ip*ws = 0.136 *W/T Csmax*Ip*ws = 0.242 IN Csmin*Ip*Ws = 0.043 IN V design Cs*ip*Ws = 0.181 *W/T Vmax Csmax•Ip*Ws = 0.323 IN Vmin Csmin*Ip*Ws = 0.043 IN G3 V1M 2.0 Light Duty Shelving 2.1 Description Light duty shelving consists of 5/8" wood shelves supported on metal beams that span between two sets of uprights. Beam span is always 4'-0". An upright is comprised of two vertical posts with metal spreaders between them yielding a depth of 2'-0". These uprights form a moment frame that is simply anchored to the floor at the base — no moment transfer. A design load of 5 pcf is utilized for the entire structure. Each shelf is checked to a slightly higher load to account for variable loading patterns. In Target Stores, these units are typically stocked sporadically with relatively light loads that seldom approach 5 pcf. 2.2 Loading Criteria and Material Shelf storage volume = 2' deep * 4' wide * 30" tall * 5 pcf = 100 lbs. Use Storage unit volume = 2' deep * (12'tall) * 4' wide x 5•pcf = 480 lbs. Use Material: A653 ASLAII Grade 50. Fy = 50 ksi. Fu = 60 ksi. 2.3 Shelf Beam Design - Detail 7/SR52 Shelf Check 5/8" particleboard simply supported by two steel beams. Strength O.K. by inspection. Section properties A= 0.1339 in t = 0.0625 in2 Ixx= 0.012-1n4 lyy= 0.008 in4 AISI C3.1.1 Mali = 7 1.00 k * in watt = w` 8 0.36 k * in Verify deflection 120 lbs. 580 lbs rxx = 0.3055 in n= 1.67 fs r», = 0.2498 in w=W/(4'*2) 15 plf Sx = 0.0333 in3 1= 4 ft fy = 50 ksi C+ * {{'� Mn=Se,fy M = MS n _ e ✓y all 52 - 52 301b*ft= 0.36k*in 1.00 k* in Mact < Mall - Design O.K. Amax =1/180 = 0.27 in 4act = 0.25 Iprov > Iregd Beam O.K. (AISI Eq C3.1.1-1) (RMI 5.3) Project: South Center, WA BY: DDK 9/26/2017 L1 V1M 2.4 Determine Post Capacity - Detail 3/SR52 Gross section properties t= 0.0625 in Ag = 0.2287 in2 S„ = 0.0599 in3 Syy= 0.0637 in3 r„= 0.4786 in ryy= 0.3244 in I,= = 0.052 in4 lyy= 0.024 in4 2.4.1 Allowable Axial Loading I. _ ly = K, = Ky = AISI C4 Find F, Where: Given: and: 24 in 24 in 1.7 1.7 Net section properties t= 0.0625 in An= 0.1579 in2 S„ = 0.0469 in3 Syy= 0.0411 in3 r„ = 0.5375 in ryy = 0.3138 in I„ = 0.046 in4 lyy= 0.016 in4 S2 = 1.8 fs kl,/r, = 76 kly/ry = 130 P=Ae F" P.= F F — 1.01 e F = 6r *6 e 6t + hex _ 1 6r — 2 /Ita hex or F,= 0.658^(Ic^2)*Fy F„= 32.76 ksi F = �2 * E (kl2 Y G*J+71-2 *E*C'"I1 (Ktit )2 7l2 * E. G = 11300 ksi kt = 1 J = 0.0028 in4 It = 20 in ra = (J/A)1° 0.1106 in C,,= 0.005 E = 29000 ksi at= 12577.76 ae, = 49.67451 Pa= Fe = 49.479101 Fe = 49.674513 Use Fe = 49.48 0.0877 F, = 2.87 K Use Pa = 2.87 K (AISI Eq C4.1-1) (AISI Eq C4.1.2-2) or (AISI Eq C4.1.1-1) (AISI Eq C3.1.2.1-8) (AISI Eq C3.1.2.1-11) Project: South Center, WA BY: DDK 9/26/2017 L2 kM 2.4.2 Allowable Moment AISI C3.1.1 Nominal Strength Mallxx = Mauyy = Mn = Sefy 1.40k*in 1.23 k*in AISI C3.1.2 Lateral Buckling Strength x-axis = S * M� Sf / My = Fy * Sfxx = Sf = Sfxx = Sc = . SCXX = Gey = M M all = se ' (AISI Eq C3.1.1-1) S *(MC Mall =M n = c Sr / 3.00 k*in 0.0599 in3 full cross section 0.0469 in3 reduced cross section 16.931 ksi ( 1/2 Me = Cb* ro* A*(Gey* Get) Mc = My Mall. = 1.40 k * in Mauyy = 1.16 k* in (AISI Eq C3.1.2.1-1) = 11.68 kin (AISI Eq C3.1.2.1-4) Mc = 2.995 k in Lateral Buckling does not control Lateral Buckling controls Mallxx = Mallyy = 1.40 k*in 1.16 k*in 2.5 Transverse Seismic Design 2.5.1 Base shear From Section 1.2.34 V post = 32.94 lbs V= P= W= 0.24 W 290 lbs/post 194.30 lbs/post 2.5.2 Design Forces Distribute lateral forces in proportion to distribution of mass V7 —i V6 ► V5 —0' V4 ► V3 —4 V2 ► V1 H7 H6 H5 H4 H3 H2 H1 Height Weight why F V 96 55.5 5329.371 0.312 10.27 80 55.5 4441.143 0.260 8.56 64 ' 55.5 3552.914 0.208 6.84 44 55.5 2442.629 0.143 4.71 24 55.5 1332.343 0.078 2.57 0 55.5 0 0.000 0.00 0 55.5 0 0.000 0.00 388.6 17098.4 1.000 32.94 Project: South Center, WA BY: DDK 9/26/2017 L3 C 0 0 0 0 0 0 a 0 0 0 0 0 0 0 D D 0 V1M 2.5.3 Combined Stresses at Post AISI C5.2.1-1 Therefore P = 200 lbs Vmax = 32.94 lbs/post Mmax = 0.68 K in Pmax = 271 lbs *P P IWM x < 1 (Eq C5.2.1-1) S2�P a x =1 — (Eq C5.2.1-4) PEx 2T2EIx — PE x — (K L )2 — 8.97 K (Eq C5.2.1-6) x x acx = 0.95 Ste *P 4 *M = 0.72 <=1.0 Say O.K. P Mnx *ax 2.5.4 Spreader Connection - Detail 6/SR52 Mreqd = fsspreader = Mcap = where e'"2t= 0.46 kin 1.072336 O.K. Sxspreader= 0.4327 in3 S. ( e� 1"— — Po + 3"— — Pa= 1.49 kin 2, \. 2 0.125 in alt Mcap = 3"*Pa*1.33 = 1.54 k in Use Mcap = 1.49 k in <= Mreqd O.K. See 6/SR52 for Spreader Configuration 2.5.5 Shear Value of Sheet Metal Screws (SMS) #8 sheet metal screws d= 0.164 in F" = 65 ksi AISI E4.3 For t 2 / t <_ 1 .0 P. = 4.2023d)"2 Fu2 P. = 2.7(1,d )Fay Pa, = 2.7(t2d )Fu2 For t2 / t >_ 2 .5 P. = 2.7(t2d )F„2 P. = 2.7(t,d)FL, For 1.0<t2/t < 2.5 P"s Shall be taken as the smallest of (Eq E4.3.1-1) (Eq E4.3.1-2) (Eq E4.3.1-3) P„5 Shall be taken as the smallest of (Eq E4.3.1-4) (Eq E4.3.1-5) P"5 Shall be calculated from linear interpolation Project: South Center, WA BY: DDK 9/26/2017 L4 VM Spreader t1 = 0.0598 in t2 = 0.0478 in Since t2/ti = 1.0 Pns = 4.2*(t23*d) 5Fu2 = Pns = 2.7*t1*d*Ful = Pns= 2.7*t2*d*Fu2= Brace t1 = t2 = Pns = Pa 0.0673 in 0.0598 in Since t2/t1 < 1.0 Pns = 4.2*(t23*d) 5Fu2 = Pns = 2.7*t1*d*Fu1 = Pns = 2.7*t2*d*Fu2 = 16 ga post 18 ga spreader 1.16 K 1.72 K 1.38 K 1.16 K S2= 3 0.39 K 15 ga brace 16 ga post 1.62 K 1.94 K 1.72 K 1.62K 4=3 Pa= 0.54 K Back panel t, = 0.0239 in t2 = 0.5980 in 24 ga panel 16 ga post Since t2/t1 > 2.5 Pns = 2.7*t,*d*Fu, = 0.69 K 0.69 K S2 = 3 Pa= 0.23 K Back to Back Conection t, = 0.5980 in 16 ga post t2 = 0.5980 in 16 ga post Since t2/t, > 2.5 Pns = 2.7*t,*d*Fu1 = 17.21 K 17.21 K Q= 3 Pa= 5.74K Project: South Center, WA BY: DDK 9/26/2017 L5 V1M J J 2.6 Longitudinal Seismic Design 2.6.1 Base shear From Section 1.2.54 V unit = 49.41 lbs 2.6.2 Shear Panel _ Detail 2B/SR52 See Detail 2B/SR52 for details 24 ga panel w/#8 sms @ 24" o.c. AISI C3.2 length a = depth h = 144 in 48 in V-= P= W= 0.242 W 580 lbs/unit 388.6 lbs/unit t = 0.0239 in S2„ = 1.6 fs h/t = 2008.4 Vn= A„,/F„ (Eq C3.2.1-1) when .JEk„ /F„ F„ = 0.60F Ek„ IF3, <h/t 51.51 JEk„ 1F, 0.60. JEk „F3, F= (h/t) h It>. 1 .51 VEk „ I F 0.904 Ek F, = (h/t)s Fy 55.7 where: k,, = 5.34 Since h/t = 2008.4 > 84.0 0.904 Ek Va=vJ (hlt)2„(ht)/Q= Screw shear governs @ 114.65 lb/ft Vreqd = 12.35 pif / unit Vreqd < Vail O.K. (Eq C3.2.1-2) (Eq C3.2.1-3) (Eq C3.2.1 -4b) 298.62 Ib/ft Project: South Center, WA BY: DDK 9/26/2017 L6 V1M 2.6.3 Back Brace - Detail 2AISR52 See Detail 2A/SR52 P= 2 units 49.4 lbs = 98.8 lbs per brace Tbrace = 140 lbs AFy Tai_ " 1007 lbs > 15ga x 3/4" strap bracing Ag = 0.0505 in2 An = 0.03365 in2 1.01 .K 140 lbs Tbrace < Tall O.K. verify #8 screw at brace Vregd= Vail = 139.7 lbs 538.9 lbs Screw O.K. 2.6.4 Biaxial Ebndinq in Post Paxial = 200 lbs Mbending = t 98.81 *"4" arm) = Combined interaction 2.7 Overturning Stability RMI 2.6.8 Condition 1 Peq Pee Pad +M ad Pu Mau 0.41 <= 1.0 O.K. h'=1.15*h/2= 82.8 in 0.67 * Veq * h' _ 152.27 lbs Peg 24" Pgravity ± r eq = 0.40 K in 242.50 lb downward -62.04 lb uplift Governs Project: South Center, WA BY: DDK 9/26/2017 L7 V1M U Condition 2 h=144" h' • Peg Peg h' = 144-(30"/2) = 129 in Weq = 120 lbs Veq * h' Peg = = 109.34 lbs 24 r Pgo�ty + Peq = 165.06 lb downward -53.61 lb uplift Use 3/8" diameter x 3" anchor. Simpson Titen HD Screw Anchor ICC ESR-2713/LARR 25741. Ultimate value in fc'=3000psi in accordance with ACI D.3.3.3: Tn = 2.7.1 Anchoring Pattern 1300 lbs S2Tu = -248.53 lbs . Tn> T --> O.K. Anchor all perimeter legs of shelving to floor. At back-to-back units, screw adjacent uprights together at 24" o.c. with #8 sms. Moment o.k. by inspection and overturning tension = 0 (4' base for double units). Shear is resisted by 2 anchors: rT J SZ V u = Vn V * 2 units 2 anchors 94.1 lbs 2800 lbs Vn>V-->O.K. 2.7.2 Back -to Back Attachments - Detail 10/SR52 In back-to-back configurations, the posts are screwed together with a #8 sms at 24" o.c. for the full height of the upright. ShearFlow = VQ— I V = 193.8103 lbs Q=A'Ybar= 7.5792 in3 A'= 0.3158 in2 I = [Ix� +Ad,2)+(Ixz +Ad22)j*2 I = 363.87 in4 ShearFlow= 4.04 lbs/in V. 24.22 lbs/2ft Pa 1077.82 lbs/2ft V< Pa O.K. =(2*Anet) Project: South Center, WA BY: DDK 9/26/2017 L8 2.8 Base Plate Design - Detail 4/SR52 2.8.1 Downward Vertical. Force Section properties Fp= B= 2.25 in W = 2.625 in t= 0.1 in fy =. 50 ksi 2100 psi RMI 7.2.1 AP= 5.90625 in2 Pa= 271 lbs Fa= 45.8836 psi Plate O.K. 2.8.2 Uplift Tension Force T= 53.61 lbs M= 46.91037 lb*in S= 0.00375 in3 Ma= 187.5 lb*in Plate O.K. Project: South Center, WA BY: DDK 9/26/2017 L9 U C a 0 c 0 0 0 0 0 0 0 D 0 C D V1M 3.0 Sales Floor Gondolas 3.1 Description Sales floor gondolas are floor mounted display shelving for general merchandise. The gondolas analyzed here are only units 96" in height or greater On drawing sheet SR11, all gondolas 96" and higher are identified. 3.2 Material Properties and Overstrencith Factors Material: Misc. Fy = 36 ksi Fu = 50 ksi Material: Shelf Fy = Fu = 90 ksi 100 ksi Material: Post Fy = Fu = 65 ksi 75 ksi Material: Base Shoe • Fy = Fu = 45 ksi 50 ksi Material: Base Shoe Hook Fy = Fu = 80 ksi 107 ksi O to be used for beam tension design > O to be used for beam flexure design > S2 to be used for column design > at -beam = 0t -beam = 0column = 1.67 fs 1.67 fs 1.80 fs Project: South Center, WA BY: DDK 9/26/2017 Fl V1M 3.3 Shelf Beam Capaicty- Detail 7/SR53 p= 240 lbs htab I _01 14 • 412" ►N See Detail 7/SR53 for shelf detail. Section properties: Net section Gauge hteb d 18,4 = d3= 12" rl 12 ga t= 0.1046 in 0.75 in2 An = 0.07845 in2 3.41 in S1&4 = 0.203 in3 (two per shelf) 4.92 in S3 = 0.422 in3 (two per shelf) 0.188 in (Minimum thickness of tab hook to support shelf) Fb = 0.6*Fy = 54 ksi Mact=P*a = 2.88 k in Sxreqd = 0.053 in3 (per shelf) Sxreqd < Sxprov Shelf design O.K. 3.3.1 Determine Allowable Tension Capacity t, F ,, T = = 4.23 kip (AISI Eq C2-1) T= M»ct = a�` d—h/2 0.95 kip Tact < Tallow Shelf design O.K. 3.3.2 Determine Allowable Shear Capacity F = 0.4'Fy = 36.0 ksi Va = FV'A = 2.82 kip (based on full tab - Vertical Shear) 0.71 kip (based on min tab hook bruin - Tab shear induced by Moment) Vact < Vallow Shelf design O.K. 3.3.3 Determine Allowable Shelf Capacity Tab hook shear governs, Thus: McaP P„*(d-h/2) = 2.14 kin Pcap = Mcada = 179 lbs (Per beam capacity) 357 lbs <---- max shelf capacity, governed by bm,,, Pact < Pcap Shelf design O.K. Project: South Center, WA BY: DDK 9/26/2017 F2 V1M 3.4 Determine Loading Demand on Post 3.4.1 Loading to Post - Gravity D= 18 in or 22 in Hm,= 96 in W= 48 in w= 10 pcf WseIF Wbase li 128 lbs 51 lbs Elevation of gondola One sided post P1e=w*D*H*W D 2.3' 2 2 0.78 K 9.53 K in H 3.4.2 Determine Fundemtenal Period T = 22r Using Method B (Rayleigh Method) wi **�i g*Ej ✓i *�i Two sided post PIwo = 2 Pee Ptwo= 1.43 K Mtwo 0 Kin (balances) 0 Si = elastic deflection w; = weight at level i f; = force at level i g = 386 in/sect E = 29000 ksi I = 0.87 in2 I 3E1 Level w; (lbs) h; (in) f; (lbs) , (in) w•OZ f& 6 72.6 94 27.22 0.299 6.4767 8.131503 5 72.6 76.4 22.12 0.130 1.2333 2.88402 4 72.6 58.8 17.03 0.046 0.1518 0.778786 3 72.6 41.2 11.93 0.011 0.0088 0.131528 2 72.6 23.6 6.83 0.001 0.0001 0.008111 1 72.6 6 1.74 0.000 0.0000 8.62E-06 435.5 59.66 0.19 1.3941 3.8025 (ASCE Eq 15.4.4) Project: South Center, WA BY: DDK 9/26/2017 F3 V1M T=2ic1 * g*ff *S; 3.4.3 Determine Seismic Loading 0.194 sec V = 0.32 W Level Weight Height wxhx Fi M 6 72.6 94 6822.833 0.313 2.559 5 72.6 76.4 5545.367 0.255 1.690 4 72.6 58.8 4267.9 0.196 1.001 3 72.6 41.2 2990.433 0.137 0.492 2 72.6 23.6 1712.967 0.079 0.161 1 72.6 6 435.5 0.020 0.010 Sum: 435.5 21775 1.00 5.91 Where: D M gra,* _- * P PL= 650 lbs DL= 128 lbs Peq= 590.09 lbs Mgraviry = 5.93 k*in Meg = 5.91 k*in M =H*F*V M sin gle = M gravity + M eq M double = M gravity - M gravity + 2 Meq = 3.5 Determine Capacity of Post - Detail 6SR53 1^ 2.875' 3.5.1 Allowable Axial Load As = Sx = Sy = Effective length analysis not ideal for this analysis: 0.7402 in2 0.6206 in3 0.2226 in3 /// K=1.0 V=Fi= / r7 K=? 11.84 Kin 11.83 Kin 86.9 lbs rxx = 1.0842 in req = 0.3992 in Ixx = 0.87 in4 lyy= 0.118 in4 K=2.1 Project: South Center, WA BY: DDK 9/26/2017 F4 I v n r '. �A4 Use AISI C4 - very conservative lumped mass assumption derivation of column capacity Find Fn Since lc > 1.5 : AISI C4 K = 2.1 L= 88 inches Unrestrained Post Height 11.2 *E 2.57. Fe (kl/r)2 Fa= 0.877/Ic^2)*Fy Fa= 8.64 ksi Pa = 3.6 K 3.5.2 Allowable Bending Moment AISI C3.1.1a M„ = Se * F M all 3.6 Combined stresses at post One sided - Two sided - Se *Fy Mxall = 24.16 K in Static P= M= 0.78 K 9.53 K in P/Pa + M/Ma = 0.66 <= 1.0 O.K. Static P= M= 1.43 K 0 K in P/Pa + M/Ma = 0.78 <= 1.0 O.K. 3.7 Base Shoe Analysis - 8/SR53 t= 14ga w d 9.85 ksi (AISI Eq C3.1.1-1) Seismic P= 0.59 K Ms= 11.84 Kin Seismic P= Ms= 1.04 K 11.83 K in 0 Gauge 14 ga I,= = 3.44 in4 t = 0.0747 in I yy = 0.035 in4 Aa= 0.702 in2 Sx= 1.171 in3 d = 5.875 in Sy= 0.0532 in3 w= 1.25 in rxx= 2.2131 in J = 0.00017 in4 ryy = 0.2247 in CN,= 0.211 in6 rt= 0.272 in 11.84 k in (one base take all load - no tension) Fb=Fy/S2b= 26.9 ksi Ma = 31.6 kin Project: South Center, WA BY: DDK 9/26/2017 F5 uaQ Project: South Center, WA BY: DDK 9/26/2017 M/M, = 0.38 <= 1.0 O.K. single or double sided AISI C3.1.1 strength analysis of base Mn=Se*Fy. Ma = Mn/S2b • Se = Sx Ma = 31.55 K in AISI C3.1.2.1 Lateral buckling strength Mn = (Sc*Mc)/St Ma = (So Mc)/(Sf.Q) Sc = Sf (AISI Eq C3.1.2.1-1) Ma = Mc/S2 Me =C6 QA.6ey, 6e v = 71.2,* E 2 6=1z G*JIB*Ezc1= Ao Fe = Fy=. 67.4 ksi 45.0 ksi Me= 78.94 ksi Ky = ly = 29.86 ksi G= kt = It = rc = 1 22 in 14457 ksi 0.65 22 in 2.22 in (AISI Eq C3.1.2.1-4) (AISI Eq C3.1.2.1-8) 85.53 ksi (AISI Eq C3.1.2.1-9) Me=Sf*Fe= 78.9 Kin My=Sf*Fy= 52.695 Kin 1.50 My 2.78My > Me > 0.56 My When Me < 0.56My --> Mc = Me When 2.78My > Me > 0.56My ---> M =10M c 9 y When Me> 2.78My --> Mc = My 10*My\ 1 36Me Mc = 47.69 Kin ----> Ma= 28.56 Kin Section limited by buckling 3.7.1 Local Buckling of Web (flange not limited by inspection) h/t = 76.65 compact criteria = (640/(Fy)^.5) = 3.7.2 Base Shoe Connection to Post I-1-1, C I I T 1.12 Locking device 5.875" 95.4 Compact O.K. Ma=Cd=Td= 27.11 kin M reqd = 21.37 Kin Top resistance = Bearing on flange Bottom resistance = 11 ga steel strap w/ 5 spot welds (AISI Eq C3.1.2.1-2) F6 C C uaQ tbot plate = Min hbot plate = C = bearing of flange = T = tension in tab = 0.1196 in 0.995 in 0.9*Fy*Aflange = An*Fy/S2 = verify spot welds per AISI E2.2.1.2 d weld = 0.375 in h1 = d1= 5.67 K 5.70 K 1.12 in 4.755 in Pn shall be the smaller of the values calluated using either (a) or (b) (a) P = 7t 4e 2 0.75 F (b) For d„ I t <_ 0.815. JE I F P.= 2.20tdaF For 0.815 ✓E I Fa < d, / t < 1 .397 .1E I Fa Therefore, P = 0.280 jE/F 1+5.59 „ tdaF d /t J For daft>_1.397-NI E/Fu P„ = 1.40tdaFa Pn _ /dee 4 .75F = 70 da/t = 5.02 < 0.815*(E/F„)^.5 = 16.6 Pn = 2.2*t*d*F„ = Pa/weld = Pn/4 = 3.8 Overturning - Transverse Direction 3.00 K 1.36 K Pa assembly = 2.27 K Project: South Center, WA BY: DDK 9/26/2017 AiSI Eq E2.2.1.2-1 S2= 2.55 AiSI Eq E2.2.1.2-2 S2= 2.2 AiSI Eq E2.2.1.2-3 n= 2.8 AiSI Eq E2.2.1.2-4 S2= 3.05 5.70 K Tab tension controls Mall > Mregd O.K. Movt = (h/2) *V = 3.38 K in, V= 86.9 lbs - 86.88 lbs Mres = Pgravity*D/2 = 2.92 K in Net overturning = 0.46 K in F7 V1M 3.8.1 Base Anchorage See Detail 9/S53 d= 12 in Manchors = Tanchor Cd Tanchor reqd = M net ovt / d = 38.36 lbs Use 3/8" x 3" Simpson Titen HD Screw Anchor (very conservative d value) capacities for fc' = 3000 psi concrete 7' 6" AFF Certifications: ICC ESR -2713 S2Tu= 969 lbs S2Vu= 331 lbs Tn = Vn = 1300 lbs 2880 lbs /T,\ /V\ S + 5 0.80 < 1.2 Anchor O.K. 3.9 Alternate Attachment to Wall (in lieu of self resisting overturning) - Detail 13 and 14/SR53 Target Corporation anchors the single sided units along perimeter walls to blocking with in the wall framing. That design is analyzed here: Vblocking = he 7.5 ft i Vanchor 37.55 lbs V = 86.88 lbs M=Vh'= 3.38 Kin Vblocking Mnet/h = 37.55 lbs 49.33 lbs 49.33 lbs 3.9.1 Verify Blocking Connection -r 1 x 4 blocking 3-5/8"" 20 ga sheathed steel studs full height to structure 3.9.1.1 Fixture Connection to Blocking 37.55 lbs 1 -1/4" lag screw provided Gun fir = Tat = 0.42 70.8 lbs 71 lbs Treqd < Tall Connection O.K. Project: South Center, WA BY: DDK 9/26/2017 F8 VA4 3.9.1.2 Blocking Connection to Studs Tread = 37.55 lbs 1 -1/4" lag screw O.K. by inspection 3.9.2 Verify Stud Capacity 20 ga stud 1.29 plf ap= 1 spacing = 16 in oc SDs= 0.969 gyp bd = 3.33 plf IP 1 Rp 2.5 fix= 7.5 ft hr= 16.75 ft WP 4.62 plf 0.4ap*SDs`W p/(Rp/lp)]*(1 +2(z/h ))= M1 = 1.36 plf (ASCE Eq 13.3-1) 5 psf partition load 233.80 lb ft span = wpart = 16.8 ft 6.666667 plf M2 = seismic dead load + 2/3 seismic fixture load M2 = 235.36 lb ft wag = 1.36 plf M2 governs Mai stud = 390 lb ft Mall > Mact Stud design O.K. 3.10 Longitudinal Seismic From Section 1.2.3 V= 0.32 W One shear panel on one sided gondolas and two panels on two sided Wmax = Pmax = 0.44 K pnl width= 48 in Vmax = 0.074 K v = 18.46 plf Use analogies from posted calculations for hardboard shear wall elements minimum particle board capacity = minimum drywall capacity = By analogy, hardboard siding values @ 7/32": .particle board: 70 plf drywall: 26.25 plf 120 plf (t=3/8") 60 plf (t=1/2") avg = 48.125 plf Project: South Center, WA BY: DDK 9/26/2017 F9 V1M P= Shear panel analysis O.K 3.11 Longitudinal Seismic to wall per connection in section 3.9, Vmax to wall = 37.55 lbs Vbase 36.27 lbs • 1/4" lag screw in shear = 210 lbs NDS Table 9.3B 1 - 1/4 lag screw O.K. 3.12 Anchorage to Slab - Detail 9, 10 and 11/SR53 Number of unit trib to bolts = Number of bolts = SITU= 969.0 lbs S2Vu= 143.1 lbs Use 3/8" x 3" Simpson Titen HD Screw Anchor capacities for fn' = 2500 psi concrete Certifications: ICC ESR -2713 T,.= Un = 1300 lbs 2880 lbs /T "V s + s = 0.45 < 1.2 Anchor O.K. �Ta) \Va 1 Anchor every single sided base shoe with 2 - 3/8" dia. Bolts per Detail 9/SR53 Anchor every two sided base shoe with 2 - 3/8" dia. Bolts per Detail 9/SR53 3.13 Stability of Gondolas Under 8'-0" Tall Movt = V* h/2 (Seismic) Movt = 11.83 Kin Mresist = (P*d + P*d,)*(0.6-0.14Sds) Mresist = 15.84 K in. FS = Mresist/Movt FS=1.34 >1.0OK Project: South Center, WA BY: DDK 9/26/2017 F10 Q C 4 c B L a a C 0 .c. 0 0 a VIM 4.0 Heavy Duty Pallet Rack Shelving 4.1 Description Heavy duty shelving consists of wire shelving supported on rolled metal beams that span between two sets of uprights. Beam spans vary from 8'-0" to 12'-0". An upright is comprised of two vertical posts with welded struts spanning between the posts to create a braced frame in the transverse direction. The beam to post connection in the longitudinal direction creates a moment frame. A design pallet load of 2000 lbs and 50 lbs dead load is utilized for our design criteria. This equates to roughly 32 pcf storage density. In actuality, Target typical pallet load is approximately 850 lbs or 43% utilization. Target has multiple profiles, as shown on Sheet SR51. The governing case is analyzed in these calculations. This governing case is the two tier profile (largest loading sceranio combined with longest unbraced column length). The three to five tier loadings will have shorter unbraced column lengths and less loadings, at approximately 10 pcf storage density. 4.2 Material Properties and Overstrength Factors Material: Beams A1011 HSLA Grade 55 Class II Fy = Fu = 55 ksi 65 ksi Material: Columns A1011 HSLA Grade 55 Class II Fy = Fu = 55 ksi 65 ksi Material: Beam Pins Grade 50 Fy = Fu = 50 ksi 70 ksi Material: Weld E70XX electrodes Fxx = 70 ksi S2 to be used for beam design ----> 52 to be used for column design > QRMI to be used for column design ---> kx to be used for column design (Down Aisle) ---> k5 to be used for column design (Cross Aisle) ----> Column plate buckling coefficient ----> Pallet load reduction factor (Cross Aisle) ---> Pallet load reduction factor (Down Aisle) ---> 4.3 Wire Decking - Detail 3ISR51 tbeem = 1.67 fs 0column = 1.80 fs QRMI = 1 k, = 1.7 Per RMI 6.3.1.1 kY= 1 Per RMI 6.3.1.2 k = 4 Per AISI B2.1 ' PLrf= 1.0 Per RMI 2.6.2 PLrf= 0.43 Per RMI 2.6.2 4 - 1" wide x 1 1/2" tall x 14 ga channels per 48" width Wire decking beams span 4'-0" typically between primary beams L= See Detail 3/SR51 for wire decking detail. Section properties: S,,= 0.1231 in'' Impact loading = 25% * one pallet = 500 lbs Ppallet = 2000 lbs Ptotal = 2500 lbs Oft Project: South Center, WA BY: DDK 9/26/2017 H1 VIM M°,= 8 WI 2 4.4 Beam Capacity Pchannel = Wchannel = Wchannel = = 3.30 Kin 4.4.1 4" Deep Beam 625 lbs 156 plf 13.02 pli '5,egd = �cl = 0.100 in3 Sprov > Sreqd Channel O.K. (AISI Eq C3.1.1-1) 4" Beams span 8'-0" Typical 1= 8 ft See Detail 9/SR51 for beam detail. Section properties: t= 0.0598 in A9 = 0.7774 in2 S,„= 0.8451 in3 S»,= 0.5196 in' Impact loading = 25% * one pallet = 500 lbs Ptier = 2 pallets = 4000 lbs r„,= r„, _ _ lyy = M _ wl" _ m g ['tow = 4500 lbs Wbeem = . 2250 lbs Wbeam = 281 plf 27.00 Kin 1.444 in 0,9611 in 1.621 in4 0.718 in4 M°d°d 0.820 in3 (AISI Eq C3.1.1-1) regd = 6 97% utilization Sprov > Sregd Beam O.K. Verify deflection: Oma,= 11180 = 0.53 in 40, = 0.49 in Iprov> Iregd Beam O.K. 4.4.2 6" Beep Beam 6" Beams span 12'-0" Typical 1= 12 ft See Detail 9/SR51 for beam detail. Section properties: t= 0.0747 in A9 = 1.275 in2 5,0,= 1.7907 in3 = 0.9884 in" Impact loading = 25% * one pallet = 500 lbs Ptier = 3 pallets = 6000 lbs rri = 1»,_ Pmcei = 6500 lbs ( 2.0944 in 1.0267 in 5.593 in4 1.344 in4 Project: South Center, WA BY: DDK 9/26/2017 j f' H2 Mad =x1'= 8 Wbeam = Wbeam = 58.50 K in 3250 lbs 271 plf — d °mad 99% utilization Sprov > Sregd Beam O.K. Verify deflection: Amax= 1/180 = 0.80 in 4act = 0.72 in Iprov> Iregd Beam O.K. 4.5 Beam Connections Or 2' 2' t' M. 2" 4 4 2" 2' 14 O O 0 0 0 0 O - 4.5.1 Pin Capacity dia. = • Area = 0.4 in 0.13 in2 Shear F"=0.4*Fy= Va = F,*A = Bearing at Column 20 ksi 2.51 K 1.776 in3 14 Gauge column governs over 3/16" plate by inspection ti= Rev brg = 1.2*F"*d*t = 0.0747 in 2.33 K Allowable shear load at rivet = 2.3 K 4.5.2 Three -Pin Connection Capacity - Detail 5A/SR51 Ren = 7.0 K Man = 1 "*F3+3"*F2+5"*Fi= where: F2 = 3/5F1 where: F3 = 1/5F1 13.52 K in Rect= 1.1 K @ 8' long beam Gravity Loads O.K. Re.= 1.6 K @ 12' long beam Gravity Loads O.K. 4.5.3 Four -Pin Connection Capacity - Detail 5B/SR51 9.3 K Man = 1"*F4+3"*F3 5"*F2+7"*Fi= where: F2 = 5/7F1 F3 = 3/7F1 F4 = 1/7F1 27.97 K in Gravity Loads O.K. all spans Project: South Center, WA BY: DDK 9/26/2017 113 uaQ 4.5.4 Uplift Resistance Per RMI 7.1.3 Pup = 2000 lbs 40 = PL Al = 6.00 k ft Mad S��d = = f 0.78 in3 Sprov < Sregd Beam O.K. Connection - per detail 5/SR51 - each beam connection is provided with a spring clip. This clip provides a rivet similar to that calculated in Section 4.5.1. Uplift is less than capacity of pin O.K. 4.6 Standard Frame Post capacity - all profiles - Detail 6A and 8/SR51 See details 1/SR51 and 12 to 16/SR51 for column profiles. Section properties: Gross section Gauge (Column) = A4 Sxx = Syy = Net section 14 ga 0.7844 in2 0.8496 in' 0.5976 in' t= 0.0747 in An= 0.7003 in2 Sxx= 0.743 in' Syy= 0.5603 in' 4.6.1 Allowable Axial Load rxx = r», = I..= lyy= 1.2748 in 1.1412 in 1.275 in4 1.022 in4 rxx= 1.2533 in r,= 1.1168 in lxx= 1.115 in4 Iri= 0.873 in4 Maximum column height between tier beams (X -X Axis) = 60 in Maximum column height between tier beams (Y -Y Axis) = 36 in kLx= 102 in klx/rx= 81.4 kL3 = 36 in kly/ry= 32.2 AISI B1.1 w/t= 33.47 < 60 0.K AISI 82.1 Fcr = 0.767 Fa. =1t* n2E * I Z—_ 93.60ksi 12(1—p2) �w� W D= L= = Z D L 3.00 in 3.00 in 0.75 in 0.25 in Project: South Center, WA BY: DDK 9/26/2017 , H4 n r p r_� D C a 0 0 0 a 0 0 vm P= 0.22 A , 2 When 1.<=0.673 b = w When X>0.673 b = pw be front face=beW2*dhoie = be sides=bee-dhoie = be back face =be= Find F, Since lc < 1.5 : 0.93 1.33 in b = 2.33 in 1.83 in dhole = • 0.5 in 0.47 in Ae = 0.56 in2 �2*E 1.13 F= = 43.21 ksi (kl / r)Z F,= .658^(IO2)*Fy F,= 32.29 ksi AISI C4 P = 4.6.2 Allowable Bending Moment AISI C3.1.1a M,=S,*P, A. *F Pa = 10.0 K Se *Qpx*F M°u = S2 M,,11 = 22.70 K in Myan= 17.12 Kin 4.7 Over Conveyor Post Capacity - Detail 7/SR51 L Gauge (Column 1) = 10 ga W1 = 3 i D1 = 3 i 0 rl = 0.75 in l = 0.25 in Net sections C C 0 c Gauge (Column 2) = W2 = D2 = L2 = r2 = 10 ga 3 in 3 in 0.75 in 0.25 in Column Column 2 Column 1 W Column 2 t= 0.1345 in II 1-14-1 t= 0.1345 in An = 1.2609 in2 ' A„ = 1.2609 in2 Sxx= 1.2994 in' D Sxx= 1.2994 in' 5, = 0.9848 in' Z, ) Syy = 0.9848 in' rxx= 1.2352 in rxx= 1.2352 in ryy = 1.103 in ryy = 1.103 in Ixx= 1.949 in4 Ixx= 1.949 in4 Iyy= 1.534 in4 l,= 1.534 in4 Project: South Center, WA BY: DDK 9/26/2017 H5 VM Combined Properties A„ = 2.5218 in2 S,= 2.5180 in' Syy= 2.6172 in' rxx= 1.2610 in ryy= 1.8890 in Ixx= 3.7770 in4 lyy= 8.4730 in4 4.7.1 Allowable Axial Load Column 1 Maximum column height between tier beams (X -X Axis) = Maximum column height between tier beams (Y -Y Axis) = klx= 163.2 in kly= 84 in AISI 81.1 AISI 82.1 klx/rx = 129.4 kly/ry = 44.5 wit = 18.59 < 60 O.K = Fcr = 0.426 ,r2E Fcr = k* * = 303.46 ksi 12(1—g2) ,w, (1 0.22 P 2 When k <= 0.673 b = w When X>0.673 b = pw 1.00 96 inches 84 inches ben front face=befr2*dhoie = 1.50 in b = 2.50 in ben sides=ben-dhoIe = be back face =ben = Find F„ Since lc > 1.5 : AISI C4 2.00 in 0.50 in Fy Fe • dhoie = A. = • 0.5 in 1.09 in 1.794 F = rr' *E = 17.09 ksi (kl/r)2 Fn= .877/IO2)*Fy Fn= 14.99 ksi PQ = 9.0 K Project: South Center, WA BY: DDK 9/26/2017 H6 ti) VAA I: Column 2 Maximum column height between tier beams (X -X Axis) = Maximum column height between tier beams (Y -Y Axis) = klx = kly = 142.8 in 84 in kle/r,.= 113.2 kIy/ry = 44.5 B AISI 81.1 wit= 18.59 < 60 0.K AISI 82.1 1 U 2 J - 0.426 Fcr Fcr k * n2E * t ' — 303.46 ksi 12(1—/[2) (w) 0.22 ` J p '1 — 1.00000 When X<=0.673 b When ?>0.673 b = pw 84 inches 84 inches bey front face=be52*dhoie = 1.50 in b = 2.50 in bea sides=bef dhoie = 2.00 in dhae = 0.5 in t bee back face =bell = 0.50 in Ae = 1.09 in Find Fn F E 2 �` if(kll r) F. 1.570 Fe 1c'r — 22.32 ksi 2 Since lc > 1.5 : AISI C4 Fn= .877/Ic^2)*FY F„= 19.57 ksi t P—AQ F a n Pe = 11.8 K Upper Tier Pa = 9.0 K Lower Tier Pe = 20.8 K 4.7.2 Allowable Bending Moment AISI C3.1.1a Column 1 Pima! = 39.70 K in MAIM!. 30.09 K in Project: South Center, WA BY: DDK 9/26/2017 H7 VM Column 2 Combined • Mian = . 39.70 Kin Mvan = 30.09 Kin Mxall = 76.94 K in Mvall = 79.97 K in 4.7.3 Verify Flare Bevel Weld Between Uprights Shea Flow = VQ I V = 0.000 lbs Ct=A Ybar 0.945675 in' A'= 0.63045 in2 =(1/2*Ane,) I =211 xi+Ad,2)+(1,2+ Ac1,2).1 j = 19.14 in4 ShearFlow = . 0.00 lbs/in • Weld size = 0.1250 in 0.00 lbs/ ft Weld length = 3 in Based on weld size; Section AISI E2.5 Pa 2625 lbs/in ----> . 7875 lbs Based on mateial thickness, Section AISI E2.5 Pa 2522 lbs/in ----> 7566 lbs Welded Connection O.K. 4.8 Strut Capacity (Typical) - Detail 10A/SR51 Net section Gauge 16 ga t= 0.063 in An = 0.5313 in2 Sxx= 0.3704 in' Syy= 0.3833 in' • 4.8.1 Allowable Axial Load klx = kly = AISI B1.1 AISI B2.1 D r,== 0.9718 in L ryy= 0.8626 in Ixx= 0.502 in4 lyy= 0.395 in° Maximum unbraced length (X -X Axis) = Maximum unbraced length (Y -Y Axis) = 47 in klx/rx = 48.4 47 in kly/ry = 54.5 wit = 31.75 < 60 0.K Fcr 0.727 * s2E)II *(t12 Fcr = k = 104.03 ksi 12(1- p2) w W r 1 47 inches 47 inches W= D= r= L= 2.50 in 2.00 in 0.25 in 0.75 in Project: South Center, WA BY: DDK 9/26/2017 H8 n fl >EL n s J n J n ci 0 fi j 0 r� n I j 0 C 0 0 9 0 e c C 9 0 VNI (1 0.22 ) 2 When k<=0.673 b = w When )>0.673 b = pw ball front face =bee = be sides=beR = Find F„ Ae = Since lc < 1.5 : AISI C4 1.38 in 2.16 in 0.96 b= 1.44 in Ae = 0.521 int z 2* 0.755 F=E (k1102 Fn= .658^(IO2)*Fy F„= 43.32 ksi p_AQ F„ o 4.8.2 Allowable Bending Moment • AISI C3.1.1a M�=Se* F 96.41 ksi P.= 12.5 K S *Q,*F Mail= e S2 M.11= 11.32 Kin MVall = 11.71 Kin 4.8.3 Allowable Tension Load 4.9 Not Used T= 17.5 K Project: South Center, WA BY: DDK 9/26/2017 H9 VIM 4.10 Not Used 4.11 Transverse Seismic Desiqn (Cross -Aisle) - standard pallet rack 4.11.1 Base Shear From Section 1.2.3 - Max Base Shear Limit --- From Section 1.2.3 - Design Base Shear ----> 0.242 *W 0.136 *W/T Use Max Base Shear 0.242 *W 4.11.2 Desiqn Forces Two tier configuration is worst case design - all other configurations do not control 4 of Tiers to evaluate= 2 Legnth of beam to evaluate (8 ft or 12 ft)= 8 ft Pupnght = 8000.0 lbs Wupnght = 5460.0 lbs Vtmns. = 926 lbs Tier 2 108 --B. 54 Tier 1 • —► P P 1 P P P Longitudinal elevation 617 309 Ploading/Column/rier N Transverse elevation Tier PL w; (K) 12,1111 w;h; (Kin) w;h;/1,w h; V,;,, (lbs) 1 4 2.7 60 163.8 0.333 309 2 4 2.7 120 327.6 0.667 617 3 0.0 0.0 0 0.0 0.000 0 E 491.4 1.000 926 1.38 k Project: South Center, WA, BY: DDK 9/26/2017 H10 fl U 0 0 d 0 a 0 0 0 L 9 0 0 a 0 From frame analysis, post loadings Too of post Mpost = ppost = 2.095 K in 4.60 K Bottom of post Mpost = ppost = Uplift = 4.11.3 Verify Post Capacity -from section 4.6 Ppost M pas, + < 1.0 Palowable Mallowable 0.00 Kin 4.63 K 0 lbs Pall and Mall see 4.6.1 and 4.6.2 Maddl = 2.43 K in (from eccentric panel point at post) Top of post : 0.459 + 0.122 0.582 < 1.0 O.K. Bottom of post : 0.462 + 0.142 0.604 < 1.0 O.K. 4.11.4 Verify Brace Capacity - from section 4.8 Pmax = Weld size = Weld length = 1.433 K < Struct capacity O.K. = 16.7 K 0.1250 in 3 in From Section 4.15.1 ----> Pa 1632 lbs/in ----> 4896 lbs Welded Connection O.K. 4.11.5 Frame Loading at Top Tier Only P Pupright = 4000 lbs Wupdght = • 2780 lbs Vaaos. = 471 lbs P P Longitudinal elevation 467 Ploading/Calumn/rier Transverse elevation PL+DL Tier PL w; (K( 11;1111 w,h; (Kint w;haw h; V,;,. (lbs) 1 0 0.1 60 3.0 0.009 4 2 4 2.7 120 327.6 0.991 467 3 0 0.0 0 0.0 0.000 0 F 330.6 1.000 471 From frame analysis, post loadings Mpost = Ppost = 1.08 Kin Medd = 1.41 Kin 2.07 K (from eccentric panel point at post) Uplift = 0.21 k 0.93 k Project: South Center, WA BY: DDK 9/26/2017 H11 VAA 4.11.5.1 Base Anchorage S2Tu= 800 lbs ch/u= 943 lbs Use (211/2" x 3" Simpson Titen HD Screw Anchor capacities for fb' = 3000 psi concrete Certifications: ICC ESR -2713 See Caculation Pace A2 Tn = Vn /T\ e/ 3800 lbs 4470 lbs /V 7,s Ve / 0.21 < 1.2 Anchor O.K. 4.11.5.2 Check Post Capacity - from Section 4.6 Ppost Mpost Peri and Melt see 4.6.1 and 4.6.2 + <_ 1.0 Pallowable Mallowable Post analysis: 0.207 0.145 0.352 < 1.0 O.K. 4.11.5.1 Check Brace Capacity - from section 4.8 Pmex = 0.829 K < Struct capacity O.K. = 16.7 K 4.11.6 Verify Design for 12' Beam Spans Upright capacity is the same for either 8'-0" span pallet rack or 12'-0" pallet rack. Target Team Members are instructed through signage to limit the maximum loading to a frame accordingly. 4.12 Longitudinal Seismic Design (Down -Aisle) - standard pallet rack 4.12.1 Base Shear and Fundamental Period - Rayleigh Fundamental Period of Pallet Racking per FEMA 460 Section 6.5.1 T=2.c Nr wPihPi2 i=1 g(Ne( kekbe )+Nb(k+'") kc + kbe kb + kCe Step 1 Step 2 =Mmex/©max= 400 K/in Wp1= 1.37 K hp let level = 60 in' hp 2nd level = 120 in hp 3rd level = 0 in g = •386 in/sect NL= 2 = 400 K/in kb = 400 K/in No= 8 Project: South Center, WA BY: DDK 9/26/2017 H12 fl .J J n n L U L� 0 a 0 0 0 0 0 0 0 0 C 0 j C 0 0 C VAI N6 = 4 Kbe = 6EIb/L = 2938.063 1b= 1.621 in° L= 96 in K� = 4EIc/H = 2465 to = 1.275 in` H = 60 in E = 29000 K/in2 rI pihP;Z = i=1 49446 Kine Nc ( k`kbe ) = 2816.544 ke + kbe Nb ( k ) = 1376.614 k + e T= 1.10 sec I Use ---> 1.00 sec From Section 1.2.3 - Max Base Shear Limit --- From Section 1.2.3 - Design Base Shear ----> From Section 1.2.3 - Min Base Shear Limit ---- Since T = 1.00 sec 4.12.2 Design Forces Wrra=e=. 2.3 K Wpost= 1.1 K 4.12.3 Base Shear Distribution 0.242 *W 0.136 *W/T 0.043 *W > 0.136 W Vrreme = 0.162 K Vp°at = 0.081 K PLrr'0.67*PL + DL - Tier PL w; (Kl lalliji w,h, (Kinl w,h,/Zw h; V,;., (lbsj 1 4.0 1.14 60 68.3 0.333 54 2 4.0 1.14 120 136.7 0.667 108 3 0.0 0.00 0 0.0 0.000 0 E 205.0 1.000 162 4.12.4 Verify Post Capacity From frame analysis, post loadings: P M post Pallowable Knowable Mpost = 3.534 K in Ppost = Pall and MAI see 4.6.1 and 4.6.2 2.901 K Post analysis: 0.290 + 0.156 0.445 < 1.0 O.K. Ploading/tier/p. 1.4 Project: South Center, WA BY: DDK 9/26/2017 H13. VAil 4.12.5 Verify Beam Connection Moonn 2.861 Kin Vim"„ = 4.00 K / 4 connections = 1 K Vconnt conn Rallowable )11 allowable 0.107 + 0.102 0.210 < 1.0 O.K. 4.13 Not Used 4.14 Not Used 4.15 Weld Capacity Calculations 4.15.1 Transverse Fillet Welds AISI E 2.4 (2) _t L P S2 F = 65 ksi f2= 2.35 FS 0.75*t*L*F,.s F:x= 70 ksi S2= 2.55 FS 16 ga material t = 0.059 in 14 ga material t = 0.0747 in 11 aa material t = 0.1196 in 10 ga material t= 0.1345 in 4.15.2 Flare Groove Welds Longitudinal AISI E 2.5 (2) 0.75*t*L*F, _ F"= 70 ksi 1.2= 2.80 FS Values for base metal < 0.10 in Values for base metal > 0.10 in Pa = 1.63 K/in Pa = 2.07 K/in Pa = 2.46 K/in Pa = 2.77 K/in 10 aa material t = 0.1345 in 4.15.3 Weld Material Limitation AISI E 2.4 (2) 0.75*tw *L*F,a _ F75 = P = S2 1/8" weld tw= 0.0884 in. 3/16" weld tw= 0.1326 in Values for base metal > 0.10 in Pa = 2.52 K/in 70 ksi 2.55 FS Pa = 1.82 K/in P. = 2.73 K/in (AISI Eq E2-4-2) (AISI Eq E2-4-3) (AISI Eq E2-5-2) Project: South Center, WA BY: DDK 9/26/2017 H14 V1M 5.0 Slab Verification 5.1 Empirical Method Concrete Slab: Project: South Center, WA BY: DDK 9/26/2017 Thickness = 1.00 in fc = 2,000 psi E, = 2,549,117 psi ft = 268 psi Base Plate Geometry: Soil: <--- Uses 6(fc)"0.5 X = 6 in Y = 6 in R = 3.00 in <--- Equals 1/2 the width of column base plate ks = 60 pci <--- Equates to 500 psf bearing capacity Calculation: Summary of information for use -in calculations d= FS = 2 ks = 60 pci E, = 2,549,117 psi ft = 268 psi R = 3.00 in d= 1.00 in FSxP 1.72x(f x104+3.60) It=1.72 • S1 V1M P„ = 2.0 kips Pa = 1.0 kips Radius of Relative Stiffness Project: South Center, WA BY: DDK 9/26/2017 > Maximum Post Load in Calculation Section 4.13.2 - OK Ecd3 b = 4 (12(1—,u2)k, b = 7.76 in Minimum column spacing to achieve calculated Pa = 1.5*b = 11.64 in Minimum Post Spacing for Pallet Rack = 4ft therefore OK ---^ 4 S2 CPERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0277 PROJECT NAME: TARGET SITE ADDRESS: 301 STRANDER BLVD X Original Plan Submittal Response to Correction Letter # DATE: 10/11/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Pt'%1 f0 lit\\ Building Division Public Works I�V1 �IUG Fire Prevention Structural Planning Division ❑ Permit Coordinator CI 111 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 10/12/17 Structural Review Required DATE: CI APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Notation: DUE DATE: 11/09/17 Approved with Conditions n Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: I2/I8/2013 SKANSKA USA BUILDING INC 0 Washington State Department of Labor & Industries Home Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 5 A -Z Index Help • My L:&I Workplace Rights Trades & Licensing SKANSKA USA BUILDING INC Owner or tradesperson Principals FLEMMING, WILLIAM KEITH, PRESIDENT KENNEDY, RICHARD A JR, PRESIDENT SINICIN, LEONID, VICE PRESIDENT HADEN, CLOVIS CLAY, SECRETARY CORPORATION SERVICE CO, AGENT KARLSTROM, JOHAN E, PRESIDENT (End: 01/01/2009) EK, CONNY S A, VICE PRESIDENT (End: 01/01/2009) HEALY, MICHAEL, PRESIDENT (End: 12/19/2006) PHILLIPS, BRETT, VICE PRESIDENT (End: 12/19/2006) CARSON, ELIZABETH, SECRETARY (End: 12/19/2006) KENNEDY, RICHARD A, SECRETARY (End: 12/20/2012) Doing business as SKANSKA USA BUILDING INC WA UBI No. 602 134 999 389 Interpace Parkway 5th Floor PARSIPPANY, NJ 07054 973-753-3507 Business type Corporation Governing persons ELIZABETH R CARSON MICHAEL J HEALY; BRETT A PHILLIPS; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. SKANSUB985RT Effective — expiration 12/30/2002— 01/12/2019 Bond ................ Fidelity & Deposit Co of MD Bond account no. Active. Meets current requirements. $12,000.00 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602134999&LIC=SKANSUB985RT&SAW= 1/5/2018 SKANSKA USA BUILDING INC 09063909 0 Received by L&I Effective date 10/24/2011 12/12/2011 Expiration date Until Canceled Insurance Zurich American Ins Co $5,000,000.00 Policy no, GL0489601810 Received by L&I Effective date 09/01/2017 08/31/2016 Expiration date 08/31/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Cause no. 14-2-16331-2KNT Complaint filed by PACIFIC RIM CONST INC Complaint date 06/20/2014 Closed/Satisfied Complaint against bond(s) or savings 09063909 Complaint amount $764,554.93 L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ........................_........................... No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,284-00 Doing business as BAUGH ENTERPRISES INC Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor tai Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. 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 Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 09/19/2017 Inspection no. 317945738 Under appeal. The results of the inspection are being challenged. Date of appeal 10/13/2017 Page 2 of 5 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602134999&LIC=SKANSUB985RT&SAW= 1/5/2018 G4H -------- t EB 9'_6' } 4J 1i - imiammomommi 9111111111111 4• _10. Moon noml����w�w I IIIn1I L FIXTURES NOTED THUS ARE FIXTURES NOT INCLUDED IN THIS SCOPE OF WORK EI >j --4'-6' 4'-6�< 7'-8' i 7'46' i 7' 0' i 7' 0' i 7' 0' i 0� i 7 SICK R001 LIGHTIf IG SPACING O, i i { { I { i I I I I 1► II I I , in I I I ' I IIIIMPIIIIIIIIIIIPIN II II II II III II 11 I II II III II -1 ii i1 I II II II II II 11 II I HIFHIFIIIHHI 11 II 11 II III H 11 I ■o _ Il IN um 111 11 11 ■ I I ■ 11 1 FIXTURES NOTED THUS ARE FIXTURES NOT INCLUDED IN THIS SCOPE OF WORK FIXTURES NOTED THUS ARE SALES FLOOR GONDOLAS GREATER THAN 5'-9' SEE SHEET SR53 FIXTURES NOTED THUS ARE NEW OR REVISED FIXTURES LESS THAN 5'-9' BUILDING FIXTURE ANCHORAGE PLAN 1000 NICOLLET MALL MINNEAPOLIS, MINNESOTA 55403 NOT TO SCALE Planners and Engineers 2300 Berkshire Lane N, Suite 200 Plymouth, MN 55441 763.559.9100 www.vaaeng.com info@vaaeng.com i1, MI MI MN KW lb WW. W.1111.11111g1 EMI i11111011117.111 0111\110: MIZINI01116M IM a LI BMW IMIIMMimil 11ZIMM 101110.11k 1 1 1 1 1 1 1 1 L --J I' 1111 5-0' �.1 4'-10' H 4'-10'1111 OM , PM ,, I,,IlHui 4'- ,, 4' -IB' LI "3.11 10'1 4'-10' H 11 11 11 ►1 ►1 ►1 11 11 m 11 11 H H H H 11 11 _ 11 ►1 11 �.1 11 11 11 ,: 11 1;1 1111111' 6'-0' I0' W. PIO 4'-10 4'-10' FIXTURES NOTED THUS ARE NEW OR REVISED FIXTURES LESS THAN 5'-9' PSS, FIXTURES NOTED THUS ARE HEAVY DUTY PALLET RACK I SEE SHEET SR51 II 4'-10' . 4'-10' 1� ■ 1 3- ■ 1 ■ 1 5. 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MOM 11 I tor „, ‘, one Mb MI rib EM MAW NO MO Pa I II I II Pial MIN MI bKr, 3 FA St IOW (4) 11 1111 11111 FIXTURES NOTED THUS ARE LIGHT DUTY SHELVING SEE SHEET SR52 4.7 111M1111,111111.1 ‘116111101.111111111011101110116.1111011161 FIXTURES NOTED THUS ARE SALES FLOOR GONDOL[AS GREATER THAN T-9' SEE SHEET SR53 1111W1111111101W M11=,,11.11 J. _ E"' _ J L .011111.1111111 IM \1111111.14111 h..111 MIMI MOW w NMI =MI 01110.11117: 4' Imo IMO 1111111 111 MEE ENE 5 c17 • • IXTURES NOTED THUS ARE FIXTURES NOT INCLUDED IN THIS SCOPE OF WORK FIXTURES NOTED THUS ARE SALES FLOOR GONDOLAS GREATER THAN 5'-9' SEE SHEET SR53 BM Ik‘l MI WIWI W Walk' INN mos 111 • 11111110 WIN III lb N1111:1111111 W W MIK gni MINI NI Nom mom ono IONI Will I \III II I or NIEEMPIr • (8) DATE ISSUED 26 SEPTEMBER 2017 ISSUES AND REVISIONS 1 I� 09-26-17 HEAVY DUTY PALLET RACK LIGHT DUTY SHELVING SALES FLOOR GONDOLAS PERMIT ISSUE 8000 120 580 DRAWN BY MMS 650 I 1 I 11 11I ii J I JIi II I II:: IF I[ ' 1r1' I 1► II I I , in I I I ' I IIIIMPIIIIIIIIIIIPIN II II II II III II 11 I II II III II -1 ii i1 I II II II II II 11 II I HIFHIFIIIHHI 11 II 11 II III H 11 I ■o _ Il IN um 111 11 11 ■ I I ■ 11 1 FIXTURES NOTED THUS ARE FIXTURES NOT INCLUDED IN THIS SCOPE OF WORK FIXTURES NOTED THUS ARE SALES FLOOR GONDOLAS GREATER THAN 5'-9' SEE SHEET SR53 FIXTURES NOTED THUS ARE NEW OR REVISED FIXTURES LESS THAN 5'-9' BUILDING FIXTURE ANCHORAGE PLAN 1000 NICOLLET MALL MINNEAPOLIS, MINNESOTA 55403 NOT TO SCALE Planners and Engineers 2300 Berkshire Lane N, Suite 200 Plymouth, MN 55441 763.559.9100 www.vaaeng.com info@vaaeng.com i1, MI MI MN KW lb WW. W.1111.11111g1 EMI i11111011117.111 0111\110: MIZINI01116M IM a LI BMW IMIIMMimil 11ZIMM 101110.11k 1 1 1 1 1 1 1 1 L --J I' 1111 5-0' �.1 4'-10' H 4'-10'1111 OM , PM ,, I,,IlHui 4'- ,, 4' -IB' LI "3.11 10'1 4'-10' H 11 11 11 ►1 ►1 ►1 11 11 m 11 11 H H H H 11 11 _ 11 ►1 11 �.1 11 11 11 ,: 11 1;1 1111111' 6'-0' I0' W. PIO 4'-10 4'-10' FIXTURES NOTED THUS ARE NEW OR REVISED FIXTURES LESS THAN 5'-9' PSS, FIXTURES NOTED THUS ARE HEAVY DUTY PALLET RACK I SEE SHEET SR51 II 4'-10' . 4'-10' 1� ■ 1 3- ■ 1 ■ 1 5. 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I.- 9. 2.1 mm 11 11 11 11 11 kkb. Ik4. IL IL 11 '-10 1 4'-l1' I 1 I 4'-10' i 1 4'-10' 1 - --i- 4'-10' i' 4'-10' 4'-10' . 4,10' I II -I' - I'` I I FIXTURES NOTED THUS ARE SALES FLOOR GONDOLAS GREATER THAN 5'-9' SEE SHEET SR53 Ng 4,1 6"-lw Min 2,1 iv • 4'41 3". WWI NW. MOM 11 I tor „, ‘, one Mb MI rib EM MAW NO MO Pa I II I II Pial MIN MI bKr, 3 FA St IOW (4) 11 1111 11111 FIXTURES NOTED THUS ARE LIGHT DUTY SHELVING SEE SHEET SR52 4.7 111M1111,111111.1 ‘116111101.111111111011101110116.1111011161 FIXTURES NOTED THUS ARE SALES FLOOR GONDOL[AS GREATER THAN T-9' SEE SHEET SR53 1111W1111111101W M11=,,11.11 J. _ E"' _ J L .011111.1111111 IM \1111111.14111 h..111 MIMI MOW w NMI =MI 01110.11117: 4' Imo IMO 1111111 111 MEE ENE 5 c17 • • IXTURES NOTED THUS ARE FIXTURES NOT INCLUDED IN THIS SCOPE OF WORK FIXTURES NOTED THUS ARE SALES FLOOR GONDOLAS GREATER THAN 5'-9' SEE SHEET SR53 BM Ik‘l MI WIWI W Walk' INN mos 111 • 11111110 WIN III lb N1111:1111111 W W MIK gni MINI NI Nom mom ono IONI Will I \III II I or NIEEMPIr • (8) DATE ISSUED 26 SEPTEMBER 2017 ISSUES AND REVISIONS PER TIER (BEAM PAIR OR SHELF) 09-26-17 HEAVY DUTY PALLET RACK LIGHT DUTY SHELVING SALES FLOOR GONDOLAS PERMIT ISSUE 8000 120 580 DRAWN BY MMS 650 CHECKED BY OTHER _ _ _ - , - - - - - - - - -CAD QUALITY ASSURANCE REVIEW JOEL SHERMAN REVIEWED BY: DATE: 09-18-17 STRUCTURAL FIXTURE SHEET INDEX SR11 - STRUCTURAL FIXTURE PLANS SR51 - STRUCTURAL DETAILS & ANCHORAGE OF PALLET RACK & GENERAL NOTES SR52 - STRUCTURAL DETAILS & ANCHORAGE OF LT DUTY SHELVING & GENERAL NOTES SR53 - STRUCTURAL DETAILS & ANCHORAGE OF SALES FLOOR GONDOLAS & GENERAL NOTES FIXTURE STRUCTURAL ENGINEERING DESIGN CROSS REFERENCE LEGEND 1///A = FIXTURES NOT INCLUDED IN THIS SCOPE OF WORK = NEW FIXTURES LESS THAN 5'-9' HIGH HEAVY DUTY PALLET RACK = SEE SHEET SR51 TYPICAL 10'-0' HIGH LIGHT DUTY STEEL STORAGE SHELVING SEE SHEET SR52 TYPICAL tr-0' HIGH SALES FLOOR GONDOLAS SEE SHEET SR53 FIXTURES NOT IDENTIFIED WITH PATTERNS ABOVE, ARE NOT WITHIN THE SCOPE OF THIS WORK. SCOPE: THE INFORMATION PROVIDED BY THIS DOCUMENT ESTABLISHES A DESIGN ENVELOPE FOR ALL FIXTURES REPRESENTED. FINAL LOCATION, REUSE OF EXISTING, INSTALLATION OF NEW AND PROFILING CONFIGURATION FOR INSTALLATION SHALL BE TAKEN FROM TARGET STORE PLANNING'S INSTALLATION PUBLICATION. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN THE TOP OF STORAGE AND THE CEILING SPRINKLER DEFLECTOR STRUCTURAL STEEL GENERAL NOTES 1. SEE GENERAL NOTE 2 ON SHEET SR51 FOR PALLET RACK MATERIAL. 2. SEE GENERAL NOTE 2 ON SHEET SR52 FOR LIGHT DUTY MATERIAL. 3. SEE GENERAL NOTE 2 ON SHEET SR53 FOR GONDOLA SHELVING MATERIAL. 4. PROVIDE THICKNESSES AS SHOWN ON DRAWING SHEETS. 5. NO FIELD WELDING ALLOWED. 6. NO MATERIAL SUBSTITUTIONS UNLESS APPROVED BY ENGINEER OF RECORD. 7. MINIMUM SLAB -ON -GRADE CRITERIA: • 4' THICKNESS REVISIONS No changes shall l-)4 rn;71de to the scope of work witho!.:t prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may in:-.!ude additional plan review fees FILE COPY Permit No. P11 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwi a BUILDING DIVISION By: Date: /-/-2_6/g City of Tukwila BUILDING DIVISION SEPARAV gf,yecnaricai lectrioal BUILDING DIVISION TYPE OF STORAGE UNIT MAXIMUM PERMISSIBLE LOAD (POUNDS) PER TIER (BEAM PAIR OR SHELF) PER BAY (BETWEEN TWO UPRIGHTS) HEAVY DUTY PALLET RACK LIGHT DUTY SHELVING SALES FLOOR GONDOLAS 4000 8000 120 580 240 650 NOTE: 50 IN 2 SIGN POSTED IN LOCATION ON WALL 5'-0' AFF AS SHOWN STORAGE CAPACITY SIGN FOR SHELVING UNITS REcOtQlbTO SCALE CITY OF TUKWILA TARGET STORE SOUTH CENTER WA 301 STRANDER BLVD TUKWILA, WA 98188 STORE T-0627 VERSION REM18 TITLE STRUCTURAL FIXTURE PLAN PROJECT CODE CONFIGURATION LL OCT 1 0 2017 PERMIT CENTER VAA #179547 SHEET SR11 • 0 0 BAY 4'-0' VARIES 8'-0' OR 12'-0' 2' WIDE x 21/2' TALL 16 GA BRACE TYP • • • • Qs -- 00 00 W I- w 0 10 SR51 0 o- - 0 0 TYP, ❑ 0 0 O 0 n 0 00 0 ❑ ❑ • FRONT ELEVATION NOTE: FOR SPECIFIC CONFIGURATIONS SEE ELEVATIONS SIDE ELEVATION 10' TYPICAL PALLET RACK ELEVATIONS SEE INSTALLATION DRAWINGS 3/4"=1'-0" FOR SITE SPECIFIC INFORMATION 1' WIDE x 14 GA CHANNEL 18' OC TYP W/WIRE DECKING BEAM SEE WIRE DECKING AND CHANNEL SUPPORT NOT TO SCALE ■ • 11/2' 3' 111 ' 14 14 GA TUBE PLATE CONNECTION 4 -1116 ' if HOLES W/58' , BOLTS 3/8' PL 1/8 OVER CONVEYOR NOT TO SCALE FRAMES ONLY LENGTH VARIES 0 3 RIVET CLIP @ 4" BEAMS POST NOT TO SCALE o N 4 RIVET CLIP C 6" BEAMS NOT TO SCALE LOCKING PIN— FOR UPLIFT RESISTANCE 3/6 CONNECTION PL ON BEAM SEE Ain & qiEF 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING ONE TIER PASS THRU PROFILE REF: DETAILS i1• & Ea NOT TO SCALE • 11/2' WELD ON SIDES COLUMN THICKNESS: 14 GA COLUMN THICKNESS: 14 GA 1°-6° LENGTH VARIES TYPICAL COLUMN COLUMN NOT TO SCALE --N‘77REINFORCED COLUMNS USED ON ALL RACKING LOCATIONS 1/8' 1 1/2 ° 2 -5/6' x 3'-0' TOP SET AT 3'-0' AFF DOUBLE ANGLE INSERT TYPICAL 3'-0° AFF REINFORCED COLUMN NOT TO SCALE COLUMN SECTIONS NOT TO SCALE 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING 7 ( • • 09-26-17 .'."�� E 0 u 0 1 b ' "' b o DRAWN BY MMS 0 I 0 • . 12' WIRE STOP RISER CLIPPED ON TO WIRE 7,_ --DECKING \\\\N_ OPTIONAL BEAM LOCATION. BEAM TO BE PLACED ON MAIN TRAFFIC AISLE. TWO BEAMS REQUIRED FOR BACK TO BACK APPLICATIONS. USED TO PROTECT LIGHT FEATURE IF PRESENT b "' 8'-0' CLR ONE TIER PASS THRU PROFILE REF: DETAILS i1• & Ea NOT TO SCALE • 11/2' WELD ON SIDES COLUMN THICKNESS: 14 GA COLUMN THICKNESS: 14 GA 1°-6° LENGTH VARIES TYPICAL COLUMN COLUMN NOT TO SCALE --N‘77REINFORCED COLUMNS USED ON ALL RACKING LOCATIONS 1/8' 1 1/2 ° 2 -5/6' x 3'-0' TOP SET AT 3'-0' AFF DOUBLE ANGLE INSERT TYPICAL 3'-0° AFF REINFORCED COLUMN NOT TO SCALE COLUMN SECTIONS NOT TO SCALE 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING 7 ( • • 09-26-17 .'."�� E 0 u 0 1 b ' "' 12' WIRE STOP RISER CLIPPED ON TO WIRE r________..----- DECKING DRAWN BY MMS 0 I 0 • . 12' WIRE STOP RISER CLIPPED ON TO WIRE 7,_ --DECKING TWO TIER PROFILE REF: DETAIL NOT TO SCALE PROFILING NOTE: • ALL INSTALLATIONS SHALL COMPLY WITH THE PROFILES SHOWN IN • MAXIMUM NUMBER OF SHELVES (TIERS) SHALL BE FIVE. • MAXIMUM DISTANCE BETWEEN TIERS SHALL BE 5'-1'. • MAXIMUM DISTANCE FROM THE FLOOR TO THE BOTTOM TIER SHALL BE 8'-1'. TO 4' HIGH INTEGRAL POST PROTECTION ANCHORING NOTE: PROVIDE TWO %2' 1$ ANCHORS AT HOLES ADJACENT TO POST SIDES AS SHOWN. INSIDE BASE PLATE HOLES DO NOT NEED ADD'L ANCHORS IN OPEN HOLES UNLESS SLAB CONTROL JOINT INTERRUPTS PRIMARY LOCATIONS. %8 OPEN HOLES - NO FLOOR ANCHORS %' PLATE V TYP 1/2' fi FLOOR ANCHOR. SEE GENERAL NOTE 3 TYPICAL PALLET RACK BASE PLATES 12' WIRE STOP RISER CLIPPED ON TO WIRE LENGTH VARIES DECKING THREE TIER RACK PROFILE REF: DETAIL ik NOT TO SCALE NOT TO SCALE • /8 V1%2 z a 1< N 0 U- �/8 V 4 (6' @ 6° BM) 25/ BEAMS 2% (43/8' 6° BM) END PL CONNECTOR SEE 5A FOR 4' BEAM SEE 5B FOR 6' BEAM %8V1-12 DIMENSIONS AND PROPERTIES UNITS: INCHES UNO NOT TO SCALE 12' WIRE STOP RISER CLIPPED ON TO WIRE LENGTH VARIES ,- DECKING ( 1 ( • • 09-26-17 .'."�� E o • 0 n Zi-)- • • b ' "' b 1 0 • DRAWN BY MMS 7______-- 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING 12' WIRE STOP RISER CLIPPED ON TO WIRE 7,_ --DECKING b "' o 7.____-- 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING CHECKED BY AID /DDK 0 'v • THREE TIER RACK PROFILE REF: DETAIL ik NOT TO SCALE NOT TO SCALE • /8 V1%2 z a 1< N 0 U- �/8 V 4 (6' @ 6° BM) 25/ BEAMS 2% (43/8' 6° BM) END PL CONNECTOR SEE 5A FOR 4' BEAM SEE 5B FOR 6' BEAM %8V1-12 DIMENSIONS AND PROPERTIES UNITS: INCHES UNO NOT TO SCALE 12' WIRE STOP RISER CLIPPED ON TO WIRE LENGTH VARIES ,- DECKING ( 1 • VERSION REM18 09-26-17 .'."�� E o • 0 n Zi-)- • • 12' WIRE STOP RISER CLIPPED ON TO WIRE 7_,..----DECKING DRAWN BY MMS �C in 12' WIRE STOP RISER CLIPPED ON TO WIRE 7,_ --DECKING o 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING CHECKED BY AID /DDK Co FOUR TIER RACK PROFILE REF: DETAIL 0 NOT TO SCALE 3'x3' POST 2' x 21/2' x 16 GA - BRACE SIM BRACE MEMBER IS HORIZONTAL / /8 11/2 TYPICAL BRACE NOT TO SCALE c 6' FLUE SPACE 3' RACK POSTS -1/2' if THREADED BOLTS 14 GA ROW SPACER CHANNELS ONE TYPICAL EACH UPRIGHT ON BACK TO BACK RUNS - SEE FIXTURE PLAN FOR LAYOUT BACK TO BACK ROW SPACER ELEVATION LENGTH VARIES 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING i 12' WIRE STOP RISER CLIPPED ON TO WIRE DECKING 12' WIRE STOP RISER CLIPPED ON TO WIRE 7_______-- DECKING N N 12' WIRE STOP RISER CLIPPED ON TO WIRE 7.______-- DECKING N 12' WIRE STOP RISER CLIPPED ON TO WIRE 7___._--- DECKING • FIVE TIER RACK PROFILE REF: DETAIL 0 NOT TO SCALE NOT TO SCALE • GENERAL NOTES 1. THIS DRAWING SHOWS TYPICAL COMPONENT ASSEMBLY AND ARRANGEMENTS. SEE TARGET FIXTURE PLAN SHEET SR11 FOR SPECIFIC LOCATIONS. 2. MATERIAL: STEEL ASTM A1101 HSLA GRADE 55 CLASS 2 3. FLOOR ANCHOR: • SIMPSON TITEN HD 1/2' Id x 3' LONG (21/2' MIN EMBEDMENT) ICC ES REPORT ESR -2713 CITY OF LA RR * 25741 • POWERS WEDGE -BOLT + 1/2' si x 3' LONG (21/2' MIN EMBEDMENT) ICC ES REPORT ESR 2526 CITY OF LA RR *25808 4. SPECIAL INSPECTION PERIODIC INSPECTION FOR ANCHOR INSTALLATION ON FIXTURES OVER 8'-0' PER IBC 1707.5. NO WELDING IN FIELD. 5. FOR BACK TO BACK ROW SPACERS SEE • 6. THE COMPONENTS REPRESENTED HERE ARE MANUFACATURED BY SPACERAK, RMI CERTIFICATION *5170. 7. SHELVING COMPONENTS AND CONFIGURATIONS CONFORM TO RMI AND ARE DESIGNED TO AN IBC SEISMIC DESIGN CATEGORY D. 8. LEVEL AS REQUIRED WITH STEEL SHIMS (2' MAX). 1000 NICOLLET MALL MINNEAPOLIS, MINNESOTA 55403 Planners and Engineers 2300 Berkshire Lane N, Suite 200 Plymouth, MN 55441 763.559.9100 www.vaaeng.com info@vaaeng.com DATE ISSUED 26 SEPTEMBER 2017 ISSUES AND REVISIONS VERSION REM18 09-26-17 .'."�� E PERMIT ISSUE DRAWN BY MMS CHECKED BY AID /DDK OTHER REVIEWED FOR CODE COMPLIANCE . APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION TARGET STORE SOUTH CENTER WA 301 5.RA„PER BLVD '°"W'w"^'a'aa STORE r -0e2; VERSION REM18 TITLE STRUCTURAL DETAILS & ANCHORAGE OF RACK & GENERAL NOTES .'."�� E CONFIGURATIONPALLET LL RECEIVED CITY OF TUrCWIL A OCT 1 0 2017 PERMIT CENTER VAA #179547 SHEET S R51 7 • ONE SHELF 9/64 ' fi HOLE c 6' OC TYP ONE BAY 4'-0' • • • 237/8' • • e d • to d • H • d • ;r V V V V V V V V V V V V FRONT ELEVATION ■ SIDE ELEVATION TYPICAL ELEVATIONS—LIGHT DUTY SHELVING 14 GA GALV SHELF BEAM leo 5/8' PARTICLE BOARD LIGHT DUTY SHELF & BEAM — r RUF II -IL C. tC-o, i int, V • 09-26-17 co • a V.... c0 o a- O N • C0 al d' O N O N ao a- O N • [r • • • c0 PROFILE "A" (A-1) & "E" (E-8) FILE 'A' (A-1) NOT TO SCALE 1000 NICOLLET MALL MINNEAPOLIS, MINNESOTA 55403 NOT TO SCALE NOT TO SCALE N f— to V' t0 01 PROFILE "B" (B-1, B-2) NOT TO SCALE Planners and Engineers 2300 Berkshire Lane N, Suite 200 Plymouth, MN 55441 763.559.9100 www.vaaeng.com info@vaaeng.com NOTE: SINGLE RUNS OF SHELVING TO USE STEEL STRAP BRACING PER BACK- 0 -BACK SHELVING TO USE STEEL SHEAR PANEL PER 3/4' x 15 GA BRACE WITH *10 x3/4 SMS EACH END BACK BRACING NOT TO SCALE BACK B RAC I N G X—BRACE AT ALTERNATE BAYS. METAL PANEL AT EACH BAY SHELF BEAM TAB ENGAGES POST SLOT 7/64 'l i 3A6' SHELF BEAM FRONT ELEVATION MIN 24 GA PANEL WITH *8 SMS MAX 24' TO POSTS 6 ❑o POST BACK BRACING NOT TO SCALE NOT TO SCALE 8'x7/8' SLOT TAB CONNECTION SEE SIDE ELEVATION s LIGHT DUTY SHELF BEAM TO POST CONNECTION NOT TO SCALE PROFILE "C" (C-1 to C-5) NOT TO SCALE .125 ±.020' co 112 32' 3/f6' DIA TYP � — 16 GA POST (2) PLS .630' LIGHT DUTY POST 15 GA c %6" DIA TYP (2) PLS 0 >I- N A6 • 174 TYP 2% PLAN VIEW (2) #10 SMS a TO POST I- NOT TO SCALE LIGHT DUTY BACK BRACING • O N • 09-26-17 N • a V.... • o a- t0 al • ao d' • O N ao a- • • to 5- [r • (0 PROFILE "C" (C-1 to C-5) NOT TO SCALE .125 ±.020' co 112 32' 3/f6' DIA TYP � — 16 GA POST (2) PLS .630' LIGHT DUTY POST 15 GA c %6" DIA TYP (2) PLS 0 >I- N A6 • 174 TYP 2% PLAN VIEW (2) #10 SMS a TO POST I- NOT TO SCALE LIGHT DUTY BACK BRACING PROFILE "D" (D-1) NOT TO SCALE u7 N r RIVET DETAIL NOT TO SCALE REAR ELEVATION NOTE: ONLY ONE 3/8' Id x 3' EXPANSION BOLT REQ'D PER BASE PL COORDINATE BOLT LOCATION W/SLAB CONTROL JOINT SIDE ELEVATION LIGHT DUTY POST BASE PLATE 16 GA POST *8 SMS 2'-0' OC INTO BOTH POSTS & PANEL OR BRACE BRACE OR BACK PANEL SEE BACK—TO—BACK CONNECTION N N • 09-26-17 7:1 • a rr t0 o • • 0) ao t0 01 • O N 74. O N to 5- [r • (0 PROFILE "D" (D-1) NOT TO SCALE u7 N r RIVET DETAIL NOT TO SCALE REAR ELEVATION NOTE: ONLY ONE 3/8' Id x 3' EXPANSION BOLT REQ'D PER BASE PL COORDINATE BOLT LOCATION W/SLAB CONTROL JOINT SIDE ELEVATION LIGHT DUTY POST BASE PLATE 16 GA POST *8 SMS 2'-0' OC INTO BOTH POSTS & PANEL OR BRACE BRACE OR BACK PANEL SEE BACK—TO—BACK CONNECTION PROFILE "F" (F-1) NOT TO SCALE NOT TO SCALE NOT TO SCALE VARIES /\ n* n* n*; ; *n *n IJ* u n* n n n n • u* u* ; u* — — — - — — — TYP PERIMETER *u *n *u (ANCHORAGE AT PERIMETER POSTS ONLY) NOTE: AT SINGLE RUNS, SECURE ALL POSTS WITH BASE PLATES PER TYP INTERIOR LIGHT DUTY BACK—TO—BACK FLOOR ANCHORAGE NOT TO SCALE O N • VERSION REM18 09-26-17 N 5- • a I- I— co o • ao t0 01 O N O N to 5- • PROFILE "F" (F-1) NOT TO SCALE NOT TO SCALE NOT TO SCALE VARIES /\ n* n* n*; ; *n *n IJ* u n* n n n n • u* u* ; u* — — — - — — — TYP PERIMETER *u *n *u (ANCHORAGE AT PERIMETER POSTS ONLY) NOTE: AT SINGLE RUNS, SECURE ALL POSTS WITH BASE PLATES PER TYP INTERIOR LIGHT DUTY BACK—TO—BACK FLOOR ANCHORAGE NOT TO SCALE PROFILE "G" (G-1, G-2) NOT TO SCALE DATE ISSUED 26 SEPTEMBER 2017 5— 5— VERSION REM18 09-26-17 N 5- • Co I- I— co DRAWN BY MMS it Q' r 5— 5- to 5- • (0 c0 5— t0 01 t0 OTHER 5— • c0 5- t0 5-- 74- • • PROFILE "G" (G-1, G-2) NOT TO SCALE DATE ISSUED 26 SEPTEMBER 2017 ISSUES AND REVISIONS VERSION REM18 09-26-17 N 5- PERMIT ISSUE Co I- I— co DRAWN BY MMS • Q' r 01 5- to 5- (0 CHECKED BY AID /DDK OTHER PROFILE "H" (H-1, H-2) NOT TO SCALE • NOMINAL SIZE • 18 GA MATERIAL ^LIGHT DUTY HORIZONTAL BRACE 0 5/8 • SR NOT TO SCALE NOT TO SCALE N 5- VERSION REM18 to m N 5- CONFIGURATIONLT LL Co I- I— co • Q' r 01 5- to 5- (0 • • PROFILE "H" (H-1, H-2) NOT TO SCALE • NOMINAL SIZE • 18 GA MATERIAL ^LIGHT DUTY HORIZONTAL BRACE 0 5/8 • SR NOT TO SCALE NOT TO SCALE PROFILE "K" (K-1 to K-4) NOT TO SCALE PROFILE "S" (S-1 to S-3) GENERAL NOTES 1. THIS DRAWING SHOWS TYPICAL COMPONENT ASSEMBLY AND ARRANGEMENTS. SEE TARGET FIXTURE PLAN SHEET SR11 FOR SPECIFIC LOCATIONS 2. MATERIAL: STEEL ASTM A653 HSLA5 GRADE 50 CLASS 2 3. FLOOR ANCHORS: • SIMPSON TITEN HD%' x 3' LONG (21/2' MIN EMBEDMENT) ICC ES REPORT ESR -2713 CITY OF LA RR * 25741 . POWERS WEDGE -BOLT + %' x 3' LONG (2 1/2' MIN EMBEDMENT) ICC ES REPORT ESR 2526 CITY OF LA RR *25808 4. SPECIAL INSPECTION • PERIODIC INSPECTION FOR ANCHOR INSTALLATION ON FIXTURES OVER 8'-0' PER IBC 1707.5 • NO WELDING IN FIELD. 5. THE COMPONENTS REPRESENTED HERE ARE MANUFACTURED BY LOZIER. 6. PROFILES CAN VARY FROM THOSE SHOWN IN DETAILS 13 THRU 21 AS LONG AS MAXIMUM SHELVING SPACE OF 36' IS MAINTAINED. 7. SHELVING COMPONENTS AND CONFIGURATIONS ARE DESIGNED TO AN IBC SEISMIC DESIGN CATEGORY D. 8. LEVEL AS REQUIRED WITH STEEL SHIMS (2' MAX). TARGET STORE SOUTH CENTER WA a,s,�„oERaLVo r °"W""`NA9818e N s - VERSION REM18 TITLE STRUCTURAL DETAILS & ANCHORAGE OF DUTY SHELVING & GENERAL NOTES N 5- CONFIGURATIONLT LL O 5— co a N 5- Q' r 01 5- to 5- (0 • • PROFILE "K" (K-1 to K-4) NOT TO SCALE PROFILE "S" (S-1 to S-3) GENERAL NOTES 1. THIS DRAWING SHOWS TYPICAL COMPONENT ASSEMBLY AND ARRANGEMENTS. SEE TARGET FIXTURE PLAN SHEET SR11 FOR SPECIFIC LOCATIONS 2. MATERIAL: STEEL ASTM A653 HSLA5 GRADE 50 CLASS 2 3. FLOOR ANCHORS: • SIMPSON TITEN HD%' x 3' LONG (21/2' MIN EMBEDMENT) ICC ES REPORT ESR -2713 CITY OF LA RR * 25741 . POWERS WEDGE -BOLT + %' x 3' LONG (2 1/2' MIN EMBEDMENT) ICC ES REPORT ESR 2526 CITY OF LA RR *25808 4. SPECIAL INSPECTION • PERIODIC INSPECTION FOR ANCHOR INSTALLATION ON FIXTURES OVER 8'-0' PER IBC 1707.5 • NO WELDING IN FIELD. 5. THE COMPONENTS REPRESENTED HERE ARE MANUFACTURED BY LOZIER. 6. PROFILES CAN VARY FROM THOSE SHOWN IN DETAILS 13 THRU 21 AS LONG AS MAXIMUM SHELVING SPACE OF 36' IS MAINTAINED. 7. SHELVING COMPONENTS AND CONFIGURATIONS ARE DESIGNED TO AN IBC SEISMIC DESIGN CATEGORY D. 8. LEVEL AS REQUIRED WITH STEEL SHIMS (2' MAX). TARGET STORE SOUTH CENTER WA a,s,�„oERaLVo r °"W""`NA9818e STORE r -0e27 VERSION REM18 TITLE STRUCTURAL DETAILS & ANCHORAGE OF DUTY SHELVING & GENERAL NOTES PROJECT CODE CONFIGURATIONLT LL NOT TO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION RECE;v22) CITY OF TUKW!L. A OCT 1 0 2017 PERMIT CENTER VAA #179547 SHEET ME SR52 4'-0' • • a 0 ti MAX 24' Hmax = 7'-0" 0 Q ' • - 0 \ ' A A 0 V • V 0 M v) 0 0 FRONT ELEVATION cS (1) 0 0 GROCERY AREAS SIDE ELEVATION SEE INSTALLATION DRAWINGS FOR LOCATION IN STORE. ARM d d1 1 & 4 POSITION 2.35' 3.41' 3 POSITION 3.86' 4.92' WOOD BLOCKING GONDOLA - UPRIGHT SEE NOT TO SCALE 12 GA PLATE & SCREWS SEE NOT TO SCALE 1000 NICOLLET MALL MINNEAPOLIS, MINNESOTA 55403 NTS 4'-0' • • 1'-6' OR 1-10' Hmax = 7'-10' A • • • A • V v • FRONT ELEVATION NON GROCERY AREAS SIDE ELEVATION SEE INSTALLATION DRAWINGS FOR LOCATION IN STORE. 14 GA BASE SHOE 14 GA LOCKING HOOK 3�6' RIVET 5 _3'' / ARC SPOT WELDS 11 GA STRAP 0 FOR CONNECTION TO SLAB SEE Ark & GONDOLA BASE 3/8/8 • • • THIS END SLOTS INTO MANUFACTURED HOLES IN UPRIGHT %2 'DIA (2) PLS M ELEVATION • 11/4' • NOT TO SCALE NTS LO THIS SIDE TO BE INSTALLED TO 1x6 BLOCKING W/MINIMUM OF 1 - 1/4' LAG SCREW. TWO MAY BE PROVIDED, BUT ONLY ONE IS REQUIRED. • w w cc TOP VIEW -• NOTES: MAT'L 12 GA GLV WALL MOUNT BRACKET DETAIL Planners and Engineers 2300 Berkshire Lane N, Suite 200 Plymouth, MN 55441 763.559.9100 www.vaaeng.com info@vaaeng.com SIDE VIEW /////7/////////>// AMMINEMMMOMM // • • /////////// NMI // • v V • v FRONT ELEVATION 7/32' HARDBOARD TYP • TYPICAL GONDOLA ELEVATIONS 12 GA BENT TAB ENGAGING ANCHOR SLOT TYP - SEE NOT TO SCALE DOUBLE FACED GONDOLA POST SINGLE FACED GONDOLA BASE GONDOLA BASE SEE ONE 3/g' # FLOOR ANCHOR THROUGH HOLES USING PATTERN SHOWN ANCHORAGE NOT REQUIRED FOR GONDOLAS LESS THAN 8'-0' TALL • SIDE ELEVATION ., TYP WHEN ADJACENT TO WALL NOT USED GONDOLA LEG SEE (1) %' FLOOR ANCHOR SEE GENERAL NOTE *3 —I • /1, BASE ANCHORAGE • 5/6' SLOT IN WEB OF BASE NOT TO SCALE DATE ISSUED 26 SEPTEMBER 2017 ISSUES AND REVISIONS VERSION 09-26-17 FL GENERAL PERMIT ISSUE PROJECT CODE CONFIGURATION LL DRAWN BY MMS CHECKED BY AiD /DDK OTHER GONDOLA BASE 11/2' 11 -12 GA PLATE TOP OF CONCRETE FLOOR ANCHOR SEE GENERAL NOTE *3 FOR ANCHOR INFORMATION NOT TO SCALE ti N 1' J18 GA BENT PL MIN 346CHANNEL NOT TO SCALE GONDOLA POST WALL ANCHORAGE lx BLOCKING BY BUILDING ARCH EXTERIOR WALL INTERIOR WALL BY BUILDING ARCH NOT TO SCALE GENERAL NOTES 1. THIS DRAWING SHOWS TYPICAL COMPONENT ASSEMBLY AND ARRANGEMENTS. SEE TARGET FIXTURE PLAN SHEET SR11 FOR SPECIFIC LOCATIONS. 2. MATERIAL: STEEL ASTM A101 1 HSLA5 GRADE 50 CLASS 2 • SHELF - Fy = 90 ksi • POST - Fy = 65 ksi • BASE - Fy = 45 ksi • BASE HOOK - Fy = 80 ksi 3. FLOOR ANCHORS: • SIMPSON TITEN HD %' 0 x 3' LONG (21/2' MIN EMBEDMENT) ICC ES REPORT ESR -2713 CITY OF LA RR *25741. • POWERS WEDGE -BOLT + %' 0 x 3' LONG (21/2' MIN EMBEDMENT) ICC ES REPORT ESR 2526 CITY OF LA RR *25808 4. SPECIAL INSPECTION PERIODIC INSPECTION FOR ANCHOR INSTALLATION ON FIXTURES OVER 8'-0' PER IBC 1707.5. NO WELDING IN FIELD. 5. SINGLE SIDED GONDOLAS ALONG PERIMETER WALLS MAY BE ANCHORED TO lx WOOD BLOCKING. SEE ® FOR ATTACHMENT DETAIL AT EACH UPRIGHT.' 6. THE COMPONENTS REPRESENTED HERE ARE MANUFACTURED BY LOZIER CORPORATION, CITY OF LA CERTIFIED FABRICATOR *1644; OR SYNDICATE SYSTEMS, CITY OF LA CERTIFIED FABRICATOR *2043. 7. SHELVING COMPONENTS AND CONFIGURATIONS ARE DESIGNED TO AN IBC SEISMIC DESIGN CATEGORY D. EVIEWED FOR DE COMPLIANCE APPROVED bfl oz TARGET STORE SOUTH CENTER WA ���%�w"wa"98180 STO rE0e27aEM18 VERSION TITLE STRUCTURAL ANCHORAGE L & FL GENERAL DETAILS & NDOLAS NOTES PROJECT CODE CONFIGURATION LL OCT 2 4 2017 City of Tukwila ILDING DIVISION RECEIVED CITY OF TUKWILA OCT 102017 PERMIT CENTER VM #179547 SHEET SR53