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HomeMy WebLinkAboutPermit D18-0039 - FLOOR & DECOR - RACK STORAGEFLOOR&DECOR 17651 SOUTHCENTER PKWY D18-0039 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049088 17651 SOUTHCENTER PKWY Project Name: FLOOR & DECOR Permit Number: D18-0039 Issue Date: 4/30/2018 Permit Expires On: 10/27/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: LEVITZ TUKWILA LLC 180 N STETSON AVE #324-D , CHICAGO, CO, 80601 VANESSA MASELL 355 UNION BLVD - SUITE 301, LAKEWC)OD, CO, 80228 J &J SERVICE SOLUTIONS LLC 1820 FRANKLIN ST, COLUMBIA, PA, 17512 JJSERSB 2616 FLOOR & DECOR 17651 SOUTHCENTER PKWY , TUKWILA, WA, 98188 Phone: (720) 445-4387 Phone: (717) 449-5153 Expiration Date: 4/27/2020 DESCRIPTION OF WORK: RACK STORAGE Project Valuation: $150,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $3,424.92 Occupancy per IBC: M Water District: HIGHLINE 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: 14-30-l9 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 developnt pe it and a e to the conditions attached to this permit. Signature: Print Name:. Date: 4.- �i /V 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: 4: 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) 1: 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) 2: 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) 3: 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) 5: Maintain fire extinguisher coverage throughout. 6: 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) 7: 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) 8: 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) 9: 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) 18: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA I3-8.6.5.3.3) 17: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 11: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 10: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 12: Clearance between ignition sources, such as light fixtures, heaters and flame-producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 13: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 14: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)57544407. 19: ***BUILDING PERNIIT CONDITIONS*** 20: 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. 21: 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. 22: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. i 23: 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. 24: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 25: 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. 26: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 27: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hftp://www.TukwilaWA.gov Building Permit No. Di'VGl ' Project No. Date Application Accepted: Date Application Expires: (For office us only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** Site Address: 11co 1 1 Southcenter Parkway Tukwila WA King Co Assessor's Tax No.: 3523049087 Tenant Name: Floor & Decor Suite Number: NA Floor: NA PROPERTY OWNER Name: Vanessa Masell Name: Cathy Green City: Lakewood State: co Zip: 80228 Address: 180 N. Stetson Suite 3240 Email: vmasell@centerpoint-is.com City: Chicago State: IL Zip: 60601 CONTACT PERSON- person receiving all project communication Name: Vanessa Masell Address: 355 Union Blvd. Suite 301 City: Lakewood State: co Zip: 80228 Phone: (720) 445-4387 Fax: Email: vmasell@centerpoint-is.com GENERAL CONTRACTOR INFORMATION Company Name: R. E. Crawford Address: 6650 Professional Parkway West #100 City: Sarasota State: FL Zip: 34240 Phone: (941) 907-0010 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: 603 282 651 HhlAppiications\Forms-Applications On Lino \2011 ApplicationsWermit Application Retised - 8-9-1 I.docs Revised. August 2011 bh New Tenant: m Yes ❑..No ARCHITECT OF RECORD Name: NA /-��t�,e_. ti 066,/Z Company Name: Stewart &Reindersma j/1 %'T City�tii�f1 Zip: Architect Name: Sake Reindersma Address: 5450 E High Street Suite 200 City: Phoenix State: AZ Zip: 85054 Phone: (480) 515-5123 Fax: Email: sake@sra.com ENGINEER OF RECORD Name: NA /-��t�,e_. ti 066,/Z Company Name: Seismic Engineering Inc j/1 %'T City�tii�f1 Zip: Engineer Name: Sal E Fateen Address: 1130 E Cypress Street City: Covina State: CA Zip: 91724 Phone: (877) 734-9642 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: NA /-��t�,e_. ti 066,/Z /�. 07-/././C,/ ,ice Address:/%0e&t, //t / ✓✓``. 'S`tate: j/1 %'T City�tii�f1 Zip: Page 1 of 4 BUILDING PERMIT INFORMATION —206-431-3670 Valuation of Project (contractor's bid price): $ 150,000 Describe the scope of work (please provide detailed information): Rack storage for new Tenant TI Will there be new rack storage? m Yes Existing Building Valuation: $ ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure VB -Unprotected Wood Frame 100% sprinklered New Type o; Constructio IBC Type of Occupancy per IBC ImFloor 86,337 88,784 725 725 m-merch 24 Floor 3rd Floor Floors th 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): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes Q....... No if "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Q Sprinklers Q Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Q No If "yes', attach list of materials and storage locations on a separate 8-1/ 2" x 1 / "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 Line12011 ApplicationsWermit Application Revised - 0.9-11.docz Revised, August 2011 blt Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - 206-433-0179. Scope of Work (please provide detailed information): NA - Rack Storage Only 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 ❑ .. Highline ❑...Valley View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: O 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 appy): ID ...Civil Plans (Maximum Paper Size— 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance 0 .. 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 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - 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 ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line 11 ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public 0 Private 0 o ...Water Main Extension Public 0 Private 0 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Bitlina to: Name: Day Telephone: Mailing Address: Water Meter Refi nd/Billine: Name: Mailing Address: City State Zip Day Telephone: City State Zip 1t Applications\Forms•Applicafions On Line1.2011 Applicalions\Fermit Application Revised - 8.9.11.docz 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: Print Name: Mailing Address: Date:I t L,Q 16 Day Telephone: Lq [ qC1 f b H:\Applieaions\Forms-Application On Linc\2011 ApplicationsTermit Application Revised • 8.9.1 I.docx Revised: August 2011 bh City State �- yA rZiip/ 1v 1 O Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS I PermitTRAK ACCOUNT QUANTITY LA PAID $69.87 D18-0039 Address: 17651 SOUTHCENTER PKWY Apn: 3523049088 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R14536 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Tuesday, May 22, 2018 Paid By: JEFFREY NICKLAUF Pay Method: CREDIT CARD 07649G Printed: Tuesday, May 22, 2018 7:50 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ( PermitTRAK ACCOUNT QUANTITY PAID $2,140.96 D18-0039 Address: 17651 SOUTHCENTER PKWY Apn: 3523049088 $2,140.96 Credit Card Fee $62.36 Credit Card Fee R000.369.908.00.00 0.00 $62.36 DEVELOPMENT $1,979.83 PERMIT FEE R000.322.100.00.00 0.00 $1,975.33 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $98.77 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14368 R000.322.900.04.00 0.00 $98.77 $2,140.96 Date Paid: Monday, April 30, 2018 Paid By: JEFFREY J NICKLAUS Pay Method: CREDIT CARD 05778G Printed: Monday, April 30, 2018 1:39 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,283.96 D18-0039 Address: Apn: $1,283.96 DEVELOPMENT $1,283.96 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R13855 R000.345.830.00.00 0.00 $1,283.96 $1,283.96 Date Paid: Thursday, February 22, 2018 Paid By: COMMERCIAL PERMIT GROUP Pay Method: CHECK 1114 Printed: Thursday, February 22, 2018 12:04 PM 1 of 1 CRWSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit oz -0037 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prosect: 1L eely- f becoY 'Sof Inspection: v►: k al l F% iv Ai - Address: 17(051 Sowitl!cpn R Date Called: Special Instructions:/ c.. S gt I�a...o".S , Date Wanted: /d -I a.m. p.m. rte�+2 Request Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 2Smitif Fr Inspector: C LY Date:/ `i' -i / REINSPECTION FEE REQUIRED. Prior to next inspection. fee muss be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit DiV-0037 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: rn tType Cbr Fq D of Inspection: 16%.4,1011%.‘ct"Ft NAL A� kgs;: /pfrior Date Called: Li Special Instructions: Date Wanted: a. S-9-Zo/ , W 6..(A C_15 e t `t Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. �Oca- COMMENTS: 1)17c—ei" Amce--'",tYv (1°J ntex ,41 &obied Oic "7"' fe-c iffr b714-` r Inspector: Po_ Date` n .2)0i87 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 t8 -S- Oot( PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: .,..-, 1790 it- Sprinklers: C o Type of Ins ection: -aq't 4 Address:Contact Suite #: / 76,s1 jC_ (le cA, v Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: (1"Fc c Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: SI3 Date: TA 7 f g Hrs.: f. e\ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Field Report Report #: 72758 A.A.RR. Testing Laboratory, inc. 7 26180th Ave'.N.E., Rark 18 ,,$utte Cf01;*dmond :_:Phone 425.881.5812` Fax 425.881:5441 ". Client: Foundation Specialists 3922 112th St. E. Tacoma, WA 98441 Contact: J.P. Charpentier Protect Number: 18-464 Permit #: BD 18-0039 Project Name: Nelson Residence Address: 4025 Burnham Drive Inspection Performed: Epoxy Date: 6/20/2018 Time: Temperature: Per engineer of record: Letter dated 6/13/2018, #4 dowels were vertically epoxied with 4" embedment and 4' vertical lap with all #5 verticals (rebar M). Also, at interior footing cold joints verified at least 2 continuous #4 horizontal bars were placed, where necessary, 16" embedment. Simpson Set - XP anchoring adhesive was used per manufacturers recommendations. Lot # 159Z412Z, expires 05/07/19. Fix per engineer of record letter dated 6/13/2018 as applied to all walls on foundation plan 4A, 133D. Also, reinforcement of unplaced footings and walls found to conform to foundation plan 4A and L2. RECEIVED CITY OF TUKWILA JUL 11 2018 PERMIT CENTER Distribution: • Distribute Client ❑ Distribute Contractor [1 Distribute Engineer ❑ Distribute Owner ❑ Distribute Municipality ❑ Distribute Other ❑. Distribute Architect ❑ Distribute Other Inspector: Bosma, Rory Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden REVIEWED FOR CODE COMPLIANCE APPROVED MBAR 27 2010 City of Tukwila I"T"t �tT- 'i - (7 t Sw t -1 GENERAL LIGHTING NOTES I. ALL DYVAIAFS. AIBLNAF11 DBI, &OUR 0101110 ME PMT OF A FIDE i DDE SPECIFIED PANE ETD VEMON, CD WHIM MCOIYIS. FO RMCDD, COMM, ND MEN. 1210111013, CONTACT DM WED. AT $7S.215-1108 O 01/I01.CAMSEIRC4.001. tF VIE 010JEE IDA 0018 APO DECOR PROJECT 10) TOTAL LIDRDO7100X0 MDL BE DRB PRRTC O. IF INE 78(107 D Sr A DEVELOPER, 7E 1161100 MAW IS TO BE CI7010101 2. ALL ammo D/INNIES TOE NIM OSNO AIDOAD CARE AT 101011 DOD IS FRINE MIRE, PMIS IOIED 0714803. e. 0100.1C10e EMU. 51 PEDO.081 FOR ammo, 0608016. EOBAE, AO 8174(0neI OE ALL COO OOIOFD L00R00 a DAI.ACTOED 011E ESDI (EN) 01110X108. A. CRWWTOI 8111100DN1E DMP BATES AO ODE 08009®1' 01,1 EOR, 5. LIARS FD MEDIA NOT DE 714127IZE0. MDR NAPPED AO ENDED TO NEON IN 5000 401118 FOR 01110E MET WE. O. WNFAIAED 075750 SYS0EI (SERO) I561ALLATIDD 01v6s5 TO E PM/ED 01 60056 NNE TO 111110105 MOVIE 01 811E, 7. REM CM1BT5 *0(000001480111111110101 101X110 MPSI EILO N 18 MIMEO. 761X10(0 DENIALS SILL VOID ILEFACMD'S EMMY. 8. ALL 5E00 CABLES ME POLLED IN 110(1D0 PAM/06. 010(137/08 NE BASED 6 010111AT101 ONMTMO. 6. ALL LE NNID D OPEN E11100 ELL SE MONO YIA 110 NE00 WINO 0)11SI, ALL 1111110111118 IN 0041 GERMS MO RECESSED MAIMS OWL BE IN9001E0. 10. ALL LWIIAIES 001 BE FREE OM ALL DENIS 00 IEISES WIPED RPM AF1ED 4VLET101 O 115 MEE. 11. ALL ME FLOG *30(110009 MT DYE 1060018'.0' Of 0011)160 REO '04ICN' FOR OMNI MONDE WIBNEROIL115 SI' TENANT PEA 60001'8 INSTALLATION WM11O. 12. ROOM SIRE 817: FON LI01104 MO POEN 0181010916011 eE/10FOR ALL DA BMW CIRCUITS. NINE SIDS SHALL M DRIED 50 DAT 1E VOLTOE EMP WILL NET 0 410 ee 710 DE TON DIME DROP 8101 TE SERVICE EDAM E 1E ODO MT DEng 005 ET EIEIO O. 13. ALL 010E PIERRE NO DECOR MOIRES TOE ORD MIDI DOME 01/11700 FOOY104 a L.B. ERR 10 DEED E60) ND FSO FOR A0711ONV. SIFWATIDN. 14. LI8T60 OMIT 0300NTI01 'OCY IOICATEB 8.10010® CTCIIT LED. 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ALL MOM PIXIES 041061® 50 000200 MO TE 0E3I0NTIO E (FOR DAME ACE) /E TO CONTAIN M 00110&07 SATED 81111 PER PIERRE MEDIAE. 11E FEMME RENDRE 01007001E 410 A 81TOE0 CUNT LEO VLA LIMM * METE 10 CONTROL 110 121/0FP 1510101 OE RE MOM M ELL M M AO111E0 CIRCUIT LEO 10 OUBM NE BATTED MD ERNE M A IDEAL WORT SEEING OAORT. 2. FUMES IN NOM IMPIDR01 AEA AND CONDO 80211110 CENTER 10 E 8000 01 12'-e' AFF. S. WAE C1OCTI0 TO 2710/1 CIRCUIT 12110 026 2 701171 Ar MAW LEITER PONIED IRI RIO D OIEA. 4. 6060 4001101 TO 1/14)2 c0RO111D1( 50Th 2 PALE/S Ai 11481 1.1111193 ROVIOED tau wiz IV COB. 8. FROM MOM* TO RELOCATE FIRED (15) LION MINES 101 IN AI DAEMON TO ALCM FOR ICAO REOCATC18 ATM 1181117X0 CCF. 5. TE 0171101 DEMO FUME 'D' Ie DE ERECTED D 11E 1118 CCM( IMOD Ci FUME 'IX'. (1NPICAL) 1. DOT 6180 78 E 411014 D /80011010 ERE1T M 001. (1NPIMI 0. FUME 1I RNE4ec TO E O IDILEI D MEM =MOT 8111965 PA01C7 ITN I. DEN 10060)0. REO D FM PLM 701 100704E OLVDEF61)1. 10. COMM LD STRIP LIST 4014 IN RAIL REEVE MAIL ON 010111028. 11. IO EIITMER De RACK LI81110. (B DETAIL 0/2)41. 12. MI11E ALL SALON! ARG 001ERICe MEM TIMI CUMIN 84(12.11100. TEND TO 91511 0501 FO ME110NL DEODATIE. M. ELM COMMON BO 020E FON DUMDUM DAY. ELECTRICAL CORM= 1011 0F) ALL IMUIMI /1 AEI MATINS DIN IIELOO AIL 041401®D 11110. GC NOTE: GOMEL OIROCTOR TO VERIFY WIEN M61TE01 MO FIDE F GOON PROJECT NAME O GTF817EC RE PLN FE I]01T MIME IA70(7 PEO D MULLIN NE LIBI8. CORREC .__. -0 LTR# RECEIVED Er Y f3.F TUK`vev:LA gAR 21 2018 FERMI CENTER NU 5GU 412 0 - LIGHTING PLAN 016 SCALE: 1O16E.1'4* -- ,?su 10-47' f AV. I n. -.a.. HFS N14MN coo - ER -0 CliSiVi Engineering awan Assosietes,lee fxs19b,IM - OWNER REVS 3-I4-18 Tiglasfle MUSLIM !Me IMMILUM SMO.ION 6048 6664•415,1510 1.00110210141111 Mt #112 111 Li 1431 Al ; 111 01X1 ii DATE: 8-10-2017 ISSUED FOR: PERMIT SUBMITTAL REVISION NO.: DATE: (I.(7-17 COORDINATION 12.18-17 COORDINATION I-26-18 ODER REVD 2-7-18 JDB NO.: 17-027 SHEET TITLE: FLOOR PLAN - LIGHTING SHEET NO.: E102 TEL: (909) 869 - 0989 Reviewed By: Allen Johannessen CORRECTIONS FOR FLOOR & DECOR 17601 SOUTHCENTER PKWY TUKWILA, WA 98188 Job No. 18-0253 MARCH 15, 2018 P.C. # D18-0039 FAX: (909) 869 - 0981 t- 1. Please specify specific storage rack anchor bolts. Specify special inspections. This information shall be noted on the plan details sheet. RESPONSE: Storage rack anchor bolts and special inspections have been specified, see note #5 and "Statement of Special Inspection" note on drawing 18-0253-A. 2. Identify emergency lighting for this section of racking. If other racking is existing, please specify REVIEWED FOR tooDanatiorbotoce APPROVED and indicate on the plan. RESPONSE: Emergency lighting plan has been included. See she lighting. Should there be any questions regarding the above responses, please contact me at (909) 869-0989 or email pochoa@seizmicinc. Sincerely, Phillip Ochoa SEIZMIC Inc. REVISION N�tL MAY 18 2318 City of Tukwila EiUILDING DIVISION blP»0039 1130 E. Cypress St. Covina RECEIVED CITY OF TUKWILA MAY 16 2018 PERNUT CENTER CA 91724 MATERIAL HANDLINGwENrG EE=RING FS1 1g115 SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in 50 States Analysis of Storage Racks for Floor & Decor SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS 17601 Southcenter Parkway, Tukwila, WA 98188 Job No. 18-0253 1130 E. Cypress St Approved by: Sal E. Fateen, P.E. 2/7/2018 APR 1 2 2020 Covina, CA 91724 SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES (909) 869-0989 MATERIAL HANDLIN ;ENG NRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 1 tchang 2/7/2018 PROJECT#: 20180206_20 Table of Contents Parameters Components and Specifications Loads and Distributions Basic Load Combinations Longitudinal Analysis Column & Backer Analysis Beam Analysis Beam to Column Analysis Bracing Analysis Anchor Analysis Overturning Analysis Baseplate Analysis Slab and Soil Analysis 2 3 12 13 14 15 17 20 21 23 26 27 28 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 2 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. CONCEPTUAL DRAWING Some components may not be used or may vary Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector TRIBUTARY AREA TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET MATERIAL HANDLIN EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 3 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 1: TYPE Al U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1=1 V - r p, Jq g = 1552 lbs. Ps,a„, = 12750 lbs. Levels: 5 Panels: 3 5 P = 0.54 = 1.5 SDC = D V = 4140 lbs. Psesm;c = 6563 lbs. Load per Level 5000 lbs 36” S-- , 144" 48" 5000 lbs 42" --. 18" 5000 lbs 18" J tS-- 5000 lbs 42" 18" S— 5000 lbs 12" `,--- i. 96" FRONT VIEW * 36" —'i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 64% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 56% (panel 1) DIAGONAL BRACE 2.25 x 1.5-0.067 Stress = 74% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 64% Max stress = 64% (level 1) 4 Pin 2" cc Connector Stress = 12% Max stress = 16% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 1552 in -lb. Stress = 16% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 35% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 75% TYPE A2 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 4 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 2: TYPE A3 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 I = 1 V ng = 768 lbs. Ps1nc. = 6250 lbs. Levels: 5 Panels: 2 Si = 0.54 P = 1.5 SDC = DTra"s = 2049 lbs. P.1e;5m = 2745 lbs. Load per Level 2400 lbs i 36" 2400 lbs 30" 96" 18" `I S-- 2400 Ibs —4 \ 18" S- T 2400 lbs 42" S— \ 12" 12" s__2400lbs 6" \ \ .I` 96 FRONT VIEW — 36" — SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55000 psi Stress = 57% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 30% (panel 1) DIAGONAL BRACE 2.25 x 1.5-0.067 Stress = 36% (panel 1) 3.31 x 2.75 x 0.067 (4331) Steel = 55 ksi Max Static Cap. = 3912 Ib. Stress = 63% Max stress = 63% (level 1) 3 Pin 2" cc Connector Stress = 15% Max stress = 17% (level 3) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Moment = 0 in -lb. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 18% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 51% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINGENGINRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET/4: 5 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 3: TYPE SI U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1= 1 V= 621 Ibs. Ps;a;;c = 5100 lbs. Levels: 2 Panels: 3 S, = 0.54A g = 1.5 SDC = D Trans = 1656 Ibs. PsQSonC = 3562 lbs. Load per Level 5000 lbs 36" - 144" 48" 5000 Ibs 42" 58" 42" 12" sis 'I. 96" i` FRONT VIEW k- 36" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 73% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 28% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 49% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 79121b. Stress = 64% Max stress = 64% (level 1) 4 Pin 2" cc Connector Stress = 23% Max stress = 23% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 2533 in -lb. Stress = 7% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 16% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 69% TYPE S2 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLIN ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 6 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 4: TYPE S3 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1=1 V ng = 1546 lbs. PSQ = 12650 lbs. Levels: 7 Panels: 3 Load per Level S;= 0.54 Pv = 1.5 SDC = D ns = 4123 lbs. PSe1Sm. = 8923 lbs. 5000 lbs S-- -4 „ 48" 5000 lbs 36" 144" 35" —. 5000 lbs 42" 5-- 16" `Ir 2400 Ibs S— 14" -I, 2400 Ibs 42" 14" 2400 lbs —S T S-- 'l 2400 Ibs 2" N _$ I` 96" FRONT VIEW * 1,— 36" —'I. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 74% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 63% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 90% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 31% Max stress = 64% (level 5) 4 Pin 2" cc Connector Stress = 7% Max stress = 19% (level 6) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 4 anchors/plate Moment = 1546 in -lb. Stress = 16% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 41% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1358 lbs. Shear Capacity = 1461 lbs. Anchor stress = 73% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING EST. 1985 TEL:(909)869-0989 GIN RING 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 7 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 5: TYPE Tl (36") U 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.44 F = 1.0 1= l V = 307 lbs. PSQ,. = 2500 lbs. Levels: 2 Panels: 2 S, = 0.54 P = 1.5 SDC = DTral 8 = 819 lbs. PSe;Sm;c = 1349 lbs. Load per Level 2400 lbs N..i-- g_ 9" 63" 72" 42" 24001bs . 12„ 9" `I. `I. i. 96" 36" FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 5 x 2.75 x 0.067 (4500) 4 Pin 2" cc Connector 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 6% Steel = 55000 psi Stress = 31% Stress = 26% (level 2) Max stress = 6% (level 1) HORIZONTAL BRACE Max stress = 31% (level 1) 2.25 x 1 - 0.067 Stress = 7% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 13% (panel 1) Base Plate Slab & Soil Anchors Steel = 36000 psi Slab = 6" x 4000 psi Hilti Kwik HUS -EZ ESR -3027 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 2.16 in. Min. Embed. Moment = 0 in -lb. Stress = 0% Slab Bending Stress = 7% (S) Pullout Capacity = 1664 lbs. Shear Capacity = 1 791 lbs. Anchor stress = 41% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDL! ' ,jE' GIN ERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 8 tchang 2/7/2018 20180206 20 COMPONENTS AND SPECIFICATIONS Configuration 6: TYPE T1 (96") U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 I=1 V = 1000 lbs. Ps1anw = 8200 lbs. Levels: 4 Panels: 2 S, = 0.54 I = 1.5 SDC = D T Tran = 2668 lbs. P5esm = 3031 lbs. Load per Level \ 4000 lbs ls S-_ 18" --S — - 40001bs \ 72 18" is 4000 lbs - 18" S__ 4000 lbs --S 42" 18" `l 12" si,-- 96" FRONT VIEW 36" 'I. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55000 psi Stress = 91 % (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 48% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 58% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 51% Max stress = 51% (level 1) 4 Pin 2" cc Connector Stress = 15% Max stress = 15% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Moment = 0 in -Ib. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 23% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 50% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINGRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 9 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 7: TYPE W1 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1= 1 V ng = 621 lbs. Ps,p,1e = 5100 lbs. Levels: 2 Panels: 3 S, = 0.54 f„= 1.5 SDC = DTran1 S = 1656 lbs. Pse sm,e = 1633 lbs. 36" 144" Load per Level 5000 lbs 42" N. 46" 42" _ 5000Ibs 1 \ `- 108" FRONT VIEW *--- 42" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 25% (level 2) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 17% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 24% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 58% Max stress = 58% (level 1) 4 Pin 2" cc Connector Stress = 10% Max stress = 10% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 621 in -lb. Stress = 6% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 12% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 17% TYPE WI a OK by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. ATI rights reserved MATERIAL HANDLINFG`'EN INEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 10 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 8: TYPE W2 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1= 1 VA = 1000 lbs. Ps, = 8200 lbs. Levels: 4 Panels: 3 Load per Level S; = 0.54 P I�T,Q= 1.5 SDC = D n,ng = 2668 lbs. Pte1in. = 5413 lbs. 40001bs 34" 4000 lbs 36" S-- —$ 29" }� 4000 lbs 144" 29" 4000 lbs -4 42" 52" 42" 12" `s "1,--- * 108" FRONT VIEW 42" —i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 84% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 56% (panel 1) DIAGONAL BRACE 2.25 x 1.5-0.067 Stress = 77% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 47% Max stress = 47% (level 1) 4 Pin 2" cc Connector Stress = 22% Max stress = 22% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 12000 in -lb. Stress = 18% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 26% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 66% TYPE W3 & W4 OK by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLIN 4ENbIN RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 11 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 9: TYPE WH2 U 1.7 Analysis per section 2209 of the 2015 IBC S. = 1.44 F = 1.0 1= 1V ng = 931 lbs. Ps;"n� = 7650 lbs. Levels: 3 Panels: 3 S, = 0.54 f = 1.5 SDC = DTra" = 2484 lbs. PSesm = 5184 lbs. Load per Level 5000 lbs 144" 44" 5000 lbs 36" 44" 5000 lbs 42" 50" 42" 12" \ `,- '1. $ 108" $ FRONT VIEW 42" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 88% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 52% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 71% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 58% Max stress = 58% (level 1) 4 Pin 2" cc Connector Stress = 28% Max stress = 28% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 5833 in -lb. Stress = 13% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 24% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 79% TYPE WH1 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLIN ' ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 12 tchang 2/7/2018 20180206 20 Loads and Distribution: TYPE Al ELn Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2015 IBC. # of Levels: 5 Pallets Wide: 2 Pallets Deep: 1 Pallet Load: 2500 Ibs SDC: Wpl: Wdl: Total frame load: Fv: 1.5 51:0.54 D 25000 lbs 500 lbs 25500 lbs T1: 1 Rw (L): 6 Rw (T): 4 Fa: 1 Ss: 1.44 Ie: 1 Tt: 0.5 Base Shear: V renaa = (C. • IP • ((0.67 • WPI) + Wm)) Per RMI 2012 2.6.2 Longitudinal: Via R = (0.09 • 1 • ((0.67 • 25000 Ibs) + 500 lbs)) = 1,552 Ibs Transverse: VTrans = (0.24 • 1 • ((0.67 • 25000 lbs) + 500 Ibs)) = 4,140 Ibs n WN. �_V WH. Longitudinal Transverse Level hr w wxhx f w wxhx f 1 6 5,100 30,600 277 5,100 30,600 416 2 24 5,100 122,400 130.77 5,100 122,400 381.95 3 42 5,100 214,200 228.85 5,100 214,200 668.41 4 60 5,100 306,000 326.92 5,100 306,000 954.87 5 108 5,100 550,800 588.46 5,100 550,800 1718.77 1,552 lbs 4,140 lbs MATERIAL HANDL! EST.1 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 13 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 LRFD BASIC LOAD COMBINATIONS TYPE Al 2015 IBC& RMI / ANSI MH 16.1 VT,a„S = 4,140 Ibs 1/Long = 1,552 Ibs PL = Product Load * 0.5 =12,500 Ibs DL = Dead Load / 2 = 250 Ibs Basic Load Combinations 1. Dead Load = 1.4D + 1.2P (1.4.250) + (1.2 • 12,500) = 15,350 2. Gravity Load = 1.2D + 1.4P + 1.6L + 0.5(L, or S or R) (1.2.250) + (1.4.12,500) + (1.6 . 0) + (0.5 . 0) = 17,800 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(L, or S or R) (1.2 •250) + (0.85 • 12,500) + (0.5 • 0) + (1.6.0) = 10,925 Sds = .96 EL = Seismic Load = 7,820 Ibs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W+ 0.5(L, or S or R) (1.2 •250) + (0.85 • 12,500) + (0.5 •0) + (1 •0) + (0.5 •0) = 10,925 5. Seismic Load = (1.2 + 0.2SDs)D + (1.2 + 0.2SDs)(3P + 0.5L + pE + 0.2S ((1.2 + (0.2 •0.96)) • 250) + ((1.2 + (0.2.0.96)) • 0.7. 12,500) + (0.5 •0) + (1 7,820) + (0.2.0) 20,348 6. Wind Uplift = 0.9D + 0.9P1,p + 1.OW (0.9 • 250) + (0.9 • 12,500) + (1 • 0) = 225 7A. Seismic Uplift = (0.9 - 0.2SDs)D + (0.9 - 0.2SDs)QP + pE ((0.9 - (0.2 •0.96)) • 250) + ((0.9 - (0.2.0.96)) • 1 • 12,500) + (1 •7,820) = 16,847 7B. Seismic Uplift = (0.9 - 0.2SDs)D + (0.9 - 0.2SDs)(3P - pE ((0.9 - (0.2 • 0.96)) • 250) + ((0.9 - (0.2 • 0.96)) • 1 • 12,500) - (1 • 7,820) = 1,207 Fora beam Only : D = 321bs. P = 2,5001bs. I = 3121bs. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.41 (1.2.32) + (1.6.0) + (0.5 . 0) + (1.4 . 2,500) + (1.4 . 312) = 3,975 ASD LOAD COMBINATIONS FOR SLAB ANALYSIS 1. (1 + 0.105SDs)D + 0.75[(1.4 + 0.14SDs)(3P + 0.7pE] = (1 + 0.105 • 0.96) • 250 + 0.75[(1.4 + 0.14 • 0.96) • 0.7 • 12,500 + 0.7 • 1 • 7,820] = 14,450 2. (1 + 0.14SDs)D + (0.85 + 0.14SDS)(3P + 0.7pE = (1 + 0.14 •0.96) • 250 + (0.85 + 0.14.0.96) • 0.7. 12,500 + 0.7 • 1 •7,820 = 14,371 3.D+P = 250 + 12,500 = 12,750 MATERIAL HANDLING,ENGINEERING EST. 1085 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 14 tchang 2/7/2018 20180206 20 LONGITUDINAL ANALYSIS TYPE Al This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid -height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base for pinned condition, where the base plate cannot carry moment). MConnR = MConnL = MConn MConn = ((MUpper + MLower) / 2) + MEndS Veor = VLong / # of columns = 776 lbs M&Se = 1552 in -lbs MLower = ((Veoi • h;) - 'Base (776 lbs x 4 in) -1552 in -lbs = 1552 in -lbs FRONT ELEVATION Levels hi fi Axial Load Moment Beam End Moment Conn Moment 1 6 139 12,750 1,552 3,596 7,241 2 18 65 10,200 5,738 3,596 9,039 3 18 114 7,650 5,149 3,596 8,230 4 18 163 5,100 4,119 3,596 9,186 5 48 294 2,550 7,062 3,596 7,127 MATERIAL HANDLING ENGIN RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 15 tchang 2/7/2018 20180206 20 COLUMN ANALYSIS TYPE Al ( Level 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) K •L /R = 1.7.4/1.23 = 5.52 1 •Li,IR = 1 •42/1.12 = 37.47 KL / R max = 37.47 r = (rx2+r2+x2)1/2 (1.232 1.122+-2.912)1/2 = 3.35 in. = 1-(xa1r0)2 = 1-(-2.91/3.35)2 = 0.25 F, = 112E / (KL / r)max2 = 3.142. 29500 / 37.472 = 207.412 ksi F 2 = (1 / 2P)((6er + 6) - ((Ger + 6)2 - (413,545))1/2) = (1 / (2 • 0.25)((9566.39 + 8648.35) - ((9566.39 + 8648.35)2 - (4.0.25 •9566.39 • 8648.35))1/2) = 4863.268 ksi where: hex = 112E / (K Lx / R )2 = 3.14/ • 295b0 / 37.472 = 9566.393 ksi = 1 / Ar 2(GJ+ (II2EC,,,) / (1c.02)= 1 / 0.83 • 3.352(11300. 0.0019 + (3.142.29500.2.82) / (0.8 • 4)2) = 8648.346 ksi F = Min(Fel, Fel) = 207.412 ksi P„=Aeff•F Xa = (F / F,)112 = (55 / 207.412)1/2 = 0.515 Since 7,e < 1.5, F = (0.658^(Xe2)) • F = 49.222 ksi Thus P = 33,401 lbs Pq = P„ • 0e = 28,391 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2.95 x 3 x 0.81 -0.085 SECTION PROPERTIES Depth 3 in. Width 2.95 in. 0.083 in. Radius 0.125 in. Area 0.826 in^2 AreaNet 0.731 in^2 Ix 1.255 in^4 Sx 0.851 in^3 Sx net 0.814 in^3 Rx 1.233 in. ly 1.038 in^4 Sy 0.612 in^3 Ry 1.121 in. 0.002 in^4 Cw 2.819 in^6 Jx 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky Ly 42 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.92 G 11300 ksi E 29500 ksi Cmx 0.85 Cs Cb Ctf Phib 0.9 Phic 0.85 MATERIAL HANDLING,ENGINEPRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET/4: CALCULATED BY: DATE: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 16 tchang 2/7/2018 PROJECT#: 20180206_20 COLUMN ANALYSIS TYPE Al ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (Section C3.1.2) Pao = Pn04e = 37,321 •0.85 = 31,723 Ibs. Where Pno = Aly = 0.68 • 55 = 37,321 lbs. M = M =SF = Fe = Cbr A(aeyai)1'2 / Sf = 29584.28 ksi F = CAaeX(j + C,(j2 + o2(ae / 45 eX))1I2) / (C,FS,) = 12370.13 ksi F = (C,112Edl e) / (Si(KyLy)2 = 604.05 ksi Fgmin = 604.05 ksi Since, F >= 2.78F F = (Se / Se i. e. F = F,. = 55 ksi reduced F eff = 1 - ((1 - Q) / 2) • (F / F )Q • F = 52.8 ksi M,„ = 42,990 in-Ibs M sOb = 38,691 in -lbs M = 32,335 in-Ibs My4b = 29,101 in-Ibs M=M,m;n PEx = 1-I2E1 / (K Lx)2 = 7,902,193 Ibs PEy = II2EI / (KL)2 = 171,308 Ibs ax = (1 - (Of /P„„)) = 1 ay = (1 - (0,P / Pey)) = 0.93 P„ = (1.2 + 0.2Sds) • D + (0.85 + 0.2Sds) • P = = 13370 lbs M = M = 1552 in-Ibs Pn_s = (1.2 • D) + (1.4 • P) = 17800 Ibs R,_s,/P = 17800 /28391 =0.63 Static Stress = 62% Since, P„/Pa>0.15 Stressl = P / P + M / (4bM ) + M / (0„M„) ((13370/2§,391)+(1552/x'§,691)+(1 /2,101)) = 51% Stress2 = P, l P + C M / (0,M a) + CmyM / (OMa ) ((13370 / 31,721) + (585 • 152T3,691 • 0.499)) + R).§5 • 1 / 29,101 • 0.934))) = 45% Stress3 = (1.2 + 0.2S )D + (1.2 + 0.2SDs)[3P + 0.5L + pE + 0.2S / P 20348 / 31,723 = 64/0 ColumnStress =Max(Stressl, Stress2, Stress3, Static) = 64% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5.2.2-2) (Eq C5.2.2-1) 2.95 x 3 x 0.81 -0.085 SECTION PROPERTIES Depth 3 in. Width 2.95 in. t 0.083 in. Radius 0.125 in. Area 0.826 in^2 AreaNet 0.731 in^2 Ix 1.255 in^4 Sx 0.851 in^3 Sx net 0.814 in^3 Rx 1.233 in. Iy 1.038 in^4 Sy 0.612 in^3 Ry 1.121 in. J 0.002 in^4 Cw 2.819 in^6 Ix 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky 1 Ly 42 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.92 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDLINGiE GINtERING TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 17 tchang 2/7/2018 20180206 20 BEAM ANALYSIS TYPE Al Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.7 - (2 •0.067) - (2 •0.25) = 1.07 in. w/t = 1.066 / 0.067 = 15.91 = (1.052 / k112) • (w/t) • (F / E)112 = (1.052 / 2) • 15.91 • (55 / 29500)1/2 = 0.36 <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = F • (y3 /y2) = 55 * 2.3 / 2.62 = 48.35 ksi f1(tension) = F, • (y, / y2) = 55 * 2.06 / 2.62 = 43.31 ksi = - (f / f,) = -(43.31 / 48.35) = -0.9 Buckling coefficient k = 4 + 2 • (1 - Y')3 + 2 • (1 - `1') = 4 + 2(1 --0.9)3+2(1 --0.9) = 21.42 Flat Depth w = yl + y3 = 2.06 + 2.3 = 4.366 w/t = 4.366/0.067 = 65.16 w/t < 200: OK X = (1.052 / k1"2) • (w/t) • (fl E)v2 = (1.052 / 2) • 65.164 • (48.35 / 29500)1/2 = 0.6 b1= w• (3-`J) = 4 • (3 - -0.9) = 17.01 b2=w/2=2.18 bi + b2 = 17.01 + 17.01 = 19.19 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (II / 2) • (r + t / 2) = (II / 2) • (0.25 + 0.067 / 2) = 0.445 Lf = effective width = 1.066 C = 2• L,/Lf+2•L, = 2.0.445/1.066+2•L, = 0.4552 m = 0.192 • (F / F) - 0.068 = 0.192 • (70 / 55) - 0.068 = 0.1764 B, = 3.69•(F„/F)-0.819•(F/F)2-1.79 = 3.69 • (70 / 55) - 0.819 • (70 / 55)2 - 1.79 = 1.58 Fu/Fy=70/55 = 1 >= 1.2 = OK r/t=0.25/0.067 = 3.731 <=7=OK F, = B,•F /(r/t)" = 1.58.55/(3.731)'" = 69 Fa_,op = C•F,+(1-C)•F = 0.455.69+(1-0.455)•55 = 61 Fp_bo„o,n = Fp_ P•Yg/(A-Yg) = 61 •2.38/(5.0-2.38) = 56 5 x 2.75 x 0.067 Top flange width C = Bottom width B = Web depth A = Beam thickness t = Radius r = Fy = Fu = Y1 = Y2 = Y3 = Ycg = Ix = Sx = E= FBeam F = Beam Length L = 1.7 in. 2.75 in. 5.0 in. 0.067 in. 0.25 in. 55 70 2.06 2.62 2.3 2.38 3.02 1.15 29500 400 96 MATERIAL HANDLING,ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 18 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BEAM ANALYSIS TYPE Al Check Allowable Tension Stress for Bottom Flange Lflange-bol = B - (2 • r) - (2 • t) = 2.75 - (2.0.25) - (2.0.067) = 2.12 Cbanam = 2 • Lel (Lnange-bot + 2 • Le) = 2 . 0.445 / (2.12 + 2 • 0.445) = 0.296 F51,om = Cbottom • Fyc + (1 - cotton) • F = 0.296 . 69 + (1 - 0.296) • 55 = 59.11 Fa = Fya-rap = 61.32 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity Mcenter = (I)•M = W•L•SI•Erni 8 S2 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4 • 0.125 • PL) / PL For DL = 2% of PL: Q = 1.2.0.02+1.4+1.4.0.125 = 1.6 Rm = 1-((2•F•L)I(6•E•I+3•F•L)) = 1 - ((2 . 400 . 96) / (6 . 29500. 3.02 + 3 •400 . 96)) = 0.88 4),M = 4)•Fa•S = 66.93 in -kip W = •M•8•(#of Beams) /(L•Rm•S2) = (66.93.8.2)/(96.0.88.1.6) = 7912 lbs/pair Check Deflection Capacity Amax = Ass • Re = L / 180 max Rd = 1-(4•F•L)/(5•F•L+10•E•4) = 1 - (4 .400 • 96) / (5 • 400.96 + 10 • 29500. 3.02) = 0.86 ass = (5• W•L3)/(384•E•I) L/180 = (5• W•L3•Rd) /(384•E•I •(#of Beams)) W = (384•E•I •2)/(180.5•L2•Rd) = (384 • 29500 • 3.02 • 2) / (180 • 5 • 962 • 0.86) • 1000 = 9598 lbs/pair 5 x 2.75 x 0.067 Top flange width C = 1.7 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.067 in. Radius r = 0.25 in. Fy = 55 Fu = 70 Y1 = 2.06 Y2 = 2.62 Y3 = 2.3 Ycg = 2.38 Ix = 3.02 Sx = 1.15 E = 29500 FBeam F = 400 Beam Length L = 96 MATERIAL HANDLIt ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 19 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 Mta0c=W!2 / 8 Allowable and Actual Bending Moment at Each Level 'cnow,stanc—W llow.stalic ' `- l 8 seismic='conn Mlllow,seismic=Sx • F5 Level M static M allow.sianc M seismic M allow.seismic Result 1 30,576 47,472 3,621 47,472 Pass 2 30,576 47,472 4,520 47,472 Pass 3 30,576 47,472 4,115 47,472 Pass 4 30,576 47,472 4,593 47,472 Pass 5 30,576 47,472 3,564 47,472 Pass MATERIAL HANDLIN t'NGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 20 tchang 2/7/2018 20180206 20 BEAM TO COLUMN ANALYSIS TYPE Al 1. Shear Strength of Pin Pin Diameter = 0.438in. F = F„, = 54000 psi A,=d2.11/4=0.15in Pn = Ab • F = 8136.391bs PShear = 4 Pn = 0.75 • Pn = 6102 lbs AISI Table E3.4 -1 AISI Table E3.4 -1 2. Bearing Strength of Pin Column Thickness tt = 0.08 in Since d/ t,<10 C = 3 mf = 1.0 F = 65000 psi Pn = C•mf•d•te•F„ = 7089.03 lbs Paen.i g = 4 Pn = 0.75 • 7089.03 = 5316 Ibs 3. Moment Strength of Bracket Edge Dist. = 1 in. T, = = 0.179 in. S 1ip = = 0.127 in.3 M = SQ • F = 6985 in-Ibs Mst.engn, _ OM = 0.9 • M = c = 2.15 d = Edge Dist./2 = 0.5 in. MsS=gi, = c• d•Pcnp Per p = Msl.eng!h l (c • d) = 5837 lbs AISI E3.3.1 -1 AISI C3.1.1 -1 0.9 • Sl p • F = 6286.5in-lbs Minimum Value of P1 Governs P, = Min(PShear, PBearing, Pcrp) = 5316 lbs All = (P,•6.5)+(P,•(4.5/6.5)•4.5)+(P,•(2.5/6.5)•2.5)+(P,•(0.5/6.5)• 0.5nn= 36431.38 in-Ibs SEIZMIC MATERIAL HANDLI ENGINGERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 21 tchang 2/7/2018 20180206 20 BRACE ANALYSIS TYPE Al (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) K •L /R = ]•46/0.92 = 50.07 ley • LYY X/RX = 1 •46/0.49 = 94.83 KL / R maz = 94.83 Y = (r2+r2+x2)112 = (0.922 +0.492 + -1.032)1x2 = 1.46 in. 13 = 1 - (x01 r)2 = 1 - (-1.03 / 1.46)2 = 0.5 F, = F12E / (KL / r)mar2 = 3.142.29500 / 94.832 = 32.379 ksi F 2 = (1 / 213)((cser + (5,1- ((6e + 0,12- (413G„,o))U2) = (1 / (2 •0.5)((116.16 + 19.89) - ((116.16 + 19.89)2/ - (4.0.5 • 116.16. 19.89))1/2) = 18.211 ksi where: 6e% = IT2E / (K LX l R )2 = 3.14 295b0 / 94.832 = 116.158 ksi = 1 / Ar02(GJ+ (I12EC,) I (K,L)2) = 1 / 0.34. 1.462(11300 • 0.0005 + (3.142.29500.0.06) / (0.8 . 46)2) = 19.894 ksi F = Min(Fe1, Fe2) =18.211 ksi Pn = Aell.. • Fn = (F, I F)112 = (36 / 18.211)1/2 = 1.406 Since k < 1.5, F = (0.658^(?.e2)) • F = 15.739 ksi Thus Pn = 5,274 lbs Pp = Pe • (1)e = 4,483 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2.25 x 1.5 - 0.067 SECTION PROPERTIES Depth 2.25 in. Width 1.5 in. t 0.067 in. Radius 0.101 in. Area 0.335 in^2 AreaNet 0.335 in^2 Ix 0,283 in"4 Sx 0.251 in^3 Sx net 0.251 in^3 Rx 0.919 in. Iy 0.079 in^4 Sy 0.076 in^3 Ry 0.485 in. J 0.001 in^4 Cw 0.063 in^6 Jx 1.518 in. Xo -1.033 in. Kx 1 Lx 46 in. Ky 1 Ly 46 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDLING;ENGINEFRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 22 tchang 2/7/2018 20180206 20 BRACE ANALYSIS TYPE Al (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (Section C3.1.2) Pao = Pn04, = 12,064.0.85 = 10,254 Ibs. Where Pao = AQF, = 0.34.36 = 12,064 Ibs. M = = =S;nF F = Cbr A(aeya)1/2 / SJ = 93.86 ksi F = C,Aae%(j + Cs(j2 + o2(0e / a„))1/2) / (CT,Sr) = 18.05 ksi F = (CbfI2Ed1,e) l (SS(KLy)2 = 97.16 ksi F,„„,, = 18.05 ksi Since, F,<= 0.56F F=F=18.05ksi reduced F eff = 1 - ((1 - Q) l 2) • (F l F)° • F = 18.1 ksi M„„ = 4,550 in-Ibs Mny = 1,377 in-Ibs M = M nun = 4,095 in-Ibs My0b = 1,240 in-Ibs P„ = H2EI / (K Ln)2 = 38,912 lbs PEy = 1-I2E1, / (K Ly)2 = 10,8561bs Max Pa = 5,274 Ibs = 2,484 Ibs 1/Trans LDiag = ((L - 6)2 + (D - 2B)2)"2 = 46.86 in. VDiag = (VTrans LDiag) l D = 3880.13 Ibs. Brace Stress = VD ag / Pa = 74% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.2.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) 2.25 x 1.5 - 0.067 SECTION PROPERTIES Depth 2.25 in. Width 1.5 in. t 0.067 in. Radius 0.101 in. Area 0.335 in^2 AreaNet 0.335 in^2 Ix 0.283 in^4 Sx 0.251 in^3 Sx net 0.251 in^3 Rx 0.919 in. Iy 0.079 in^4 Sy 0.076 in^3 Ry 0.485 in. J 0.001 in^4 Cw 0.063 in^6 Jx 1.518 in. Xo -1.033 in. Kx 1 Lx 46 in. Ky 1 Ly 46 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDL! G4ENGINLERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 23 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 TYPE Al Assumed cracked concrete application Anchor Type 1/2" dia, 2.16" hef, 5.5" min. slab ICC Report Number ESR -30271.5 hef = 3.24 in. Slab Thickness (ha) = 6.000 in. C, = 12 useC , adj = 3.24 in. Min. Slab Thickness (hm,n) = 5.5 in. C, = 12 useC2adj = 3.24 in. Concrete Strength (f) = 4000 in. Diameter (d) = 0.5 in.3 hef = 6.48 in. Nominal Embedment (hnom) = 3 in. Effective Embedment (hef) = 2.16 in. S, = 6.5 in. useS, odj = 6.48 in. Number of Anchors (n) = 2 S2 = 0 in. useS2 adj = 0 in. e'N = 0 e'V = 0 From ICC ESR Report ASe = 0.161 sq.in. fnta = 112540 psi S . = 3 in. mm C . = 1.75 in. mm C"e =3.67 in. N = N/A h8 L 1.5Cal s1 1.5C81 Adj. Strength Tension Capacity = 2219 lbs 0.75 1664 lbs Shear Capacity = 2389 lbs 0.75 1791 lbs MATERIAL HANDLING,LEI GINERING EST. 1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 24 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 TYPE Al Steel Strength 17.4.1 = 0.75 17.3.3. a i ANO = OnASe ,„a = 0.75 •2 • 0.161 112540 = 27,178 lbs 17.4.1.2 Concrete Breakout Strength 4)N bg 17.4.2 = 0.65 17.3.3 b i AN, = (Cal,adj + S1,adj + 1.5hd • (Ca2,adj + S1,adj + 1 •Shef) = 83.981 sq.in. ANca = 9hef = 41.99 sq.in. Check if ANCO > ANc AN, / ANcO = 2.0 ec.N = 1 'Ved,N = 1 c N = 1 k = 17 = 1 Nb = k 2 (f)° 5(hef)1.5 = 3,413 lbs 441cp,N = 1 ONbg = 0(4,1 ANco)(T ec.N)('PedN)` 1' C,N)(W cRN)(Nb) 0.65 • (83.981 / 41.99) • 1 • 1 • 1 • 1 • 3413 = 4,437 lbs 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 17.4.2.2 d 17.4.2.7 17.4.2.1 Pullout Strength 4)N,, 17.4.3 4) = 0.65 17.4.2 eP = 1 17.4.3.6 ON,, = N/A 17.4.3.1 Steel Strength (4)NO) = 27,178 lbs Embedment Strength - Concrete Breakout Strength (4)N bg) = 4,437 lbs Embedment Strength - Pullout Strength (4)N,,,,) = N/A MATERIAL HANDLI'tGRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 25 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 TYPE Al Steel Strength4)i sa VQ = 9245 / Anchor -- per report = 0.65 OV p = On • V.p = 0.65 •2.9245 = 12,019 Ibs Concrete Breakout Strength 4)V bg = 0.7 AVc = (1.5c+ S, odj + 1.5Cq)h0 = 254.88 sq.in. 17.5.1 17.3.3. Condition a ii 17.5.1.2a 17.5.2 17.3.3 Condition b i AVco = 3CQ,ha = 216 sq.in. Check if AVco>AVc AVc/AVco = 1.18 7 ec.v = 1 17.5.2.5 'Ped v = 0.9 17.5.2.6 >ye v = 1 17.5.2.7 `Ph,v = 1.732 17.5.2.8 d = 0.5 in. 17.5.2.2 1 = 0.5 in. 17.2.6 e. A,a = 1 The smaller of 7(4 / d)02(d)0.52 (f•)0.5,01.5 and 9AQ(f )0 5,a,1.5 = 17,437 Ibs 17.5.2.2 a, 17.5.2.2 b V6g = (1(AVc/AVCO)(`P e,.v)('1'ed,v)('11.v)(`Ph.v)(Vb) 17.5.2.1 0.7 • (254.88 / 216) • 1 • 0.9 • 1 • 1.732 • 17,437 = 22,453 Ibs Pryout Strength 4)V pg 17.5.3 = 0.7 17.3.3 Condition b Kcp = 1 17.5.3.1 N bg = 6,826 Ibs �V pg = 4)KepNbg = 0.7. 1 •6826 = 4,778 Ibs Steel Strength (4)V) = 12,019 Ibs Embedment Strength - Concrete Breakout Strength (4)V bg) = 22,453 Ibs Embedment Strength - Pryout Strength (4)V) = 4,778 Ibs MATERIAL HANDL' G,ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 26 tchang 2/7/2018 PROJECT#: 20180206_20 OVERTURNING ANALYSIS TYPE Al Per RMI Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack w/ every level loaded 67% capacity, & Top Loaded only EVERY LEVEL LOADED TO 67% CAPACITY. FULLY LOADED Wpr = 250001bs. Wdr = 5001bs. Wpi • 67% = 25000 •0.67 = 167501bs. VT,a s = (2/3 • 1 • 1.44 • 1 • ((0.67. 16750) + 500)) / 4 = 2813Ibs. Per RMI 2012 2.6.9 Moi, = VT,p S • Ht = 2813 • 84 = 236292 in -lbs M, = F,(Wpr + Wdr)•d = (16750 + 500) • 36 = 310500 in -lbs P„pr f = 1 • (M - M,) / d = (236,292 - 310,500) / 36 = -2,061 lbs (P„pio <= 0) = no uplift = 1 • (M y, + MS() / d = (236,292 + 310,500) / 36 = 15188 lbs TOP SHELF LOADED Shear = 1320 Ibs M y = V,op • Ht = 1,320 • (108 + ((48 - 10) / 2)) = 167640 in -lbs M = E(Wpr + Wdl) d = (5000 + 500) • 36 = 99000 in -lbs P„pr p = 1 • (M y1 - M,) / d = (167,640 - 99,000) / 36 1,906 lbs ANCHORS No. of Anchors : 2 Pull Out Capacity : 1664 lbs Shear Capacity : 1791 lbs COMBINED STRESS Fully Loaded = ((0 / 2) / 1664) + ((2813 / 4)) / 1791) Top Shelf Loaded = ((1906 / 2) / 1664) + ((1320 / 4)) / 1791) Seismic UpLift Critical (LC#7B) = ((0 / 2) / 1664) / 1 /,i alb .p I� F6 ��I� F5 • r FA F F1 2 F F3 4 P uplift CROSS AISLE ELEVATION = 0.39 = 0.76 =0 v MATERIAL HANDL! EST. TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 27 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BASE PLATE ANALYSIS TYPE Al The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are using in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol * h/2 (full fixity) Mb is the smallest value obtained from these three criteria. F = 36000 psi Pcor = 12750 lbs = 1552 in -lbs MBas, P/A = Poor / (D • B) = 12750 lbs / (8 •6.5) = 245.19 psi f = MB. I(D•B2/6) = 1552/(6.5 • 82/6) = 22.38 psi fb2 = f .(2•b,IB) = 22.38•(2.2.53/8) = 14.13 psi fb, = fb -fb2 = 22.38 - 14.13 psi = 8.25 psi Mb = wb,2 / 2 = (b22 / 2) • (fa +4, + 0.67 • fb2) = (2.532 / 2) • (245.19 + 8.25 + 0.67 • 14.13) = 837.97 in -lbs SB,,se = (B • 12) / 6 = 0.19 sq.in. FBnse 0.75 • F = 27000 psi fb l Fb = Mb l (FOS, • FBpse) = 837.97 / (0.19.27000) = 0.17 I V I i bt b 4` b1 B Plate width B 8 in. Plate depth D 6.5 in. Plate thickness t 0.375 in. Column width b 2.95 in. bl 2.525 in. "11)2 —mt MATERIAL HANDLING,ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 28 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 TYPE Al SLAB AND SOIL ANALYSIS (LRFD) mar = Seismic Load (see Basic Load Combinations) = 20348 Ibs =7.5•(f)1/2=474psi d, req'd = (Pmax l (4 • 1.72 • ((k • r, l e) • 104 + 3.6) • f, ))1"2 = 3.184 in. b = (ec•d,req'd3l(12•(1-yt2)•k))114 = 21.105 in. b,req'd = 1.5 • b = 32 in. • = 1.72[(k,• r11 e) • 104 + 3.6] •,/,' • t2 = 1.72[(50 • 3.61 / 3604996) • 104 + 3.6] • 474 • (6)2 = 120424 Ibs Pa = • 1 a = 0.6 • 120424 = 72255 lbs Pmax l Pa = 0.28 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 14450 Ibs f,• = 7.5•(f)1/2 = 474 psi P = 1.72[(k•r1/e)•104+3.6]•f'•t2 = 1.72[(50. 3.61 / 3604996) • 104 + 3.6] • 474 • (6)2 = 120424 Ibs d, req'd = (Pmax l (0 • 1.72 • ((k5 • r1 l e) • 104 + 3.6) •f;'))1/2 = 3.184 in. b = (ea•d,req'd3/(12•(1-µ2).k))v4 = 21.105 in. b, req'd = 1.5 • b = 32 in. Pa = P„ / S2 = 120424/3 = 40141.44 marl Pa = 0.36 Base Plate Width B Depth W Frame 8 in. 6.5 in. Frame depth d 36 in. Concrete Thickness t 6 in. fc 4000 psi 0.6 52 3 X 1 ks 50 3.61 e, 3604996 Soil fon 1500 psf REVIEVI CODE CO APPR MAY 1 City of BUILDING tO, INSPECTION RECORD Retain a copy with permit tJ 18-O03 7 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 Project: t Caar Drc.oY T e of Ins,ppection: N� ►clnrw, h' NAL Adams :/1 0114/109/11W PAty Date Called: Special Instructions:/ Date Wanted: 212457 2 a.m. (�[� ct 5 � Requester: Phone No: m�f. lr-.ri, Approved per applicable codes. Corrections required prior to approval. Inspector: Date.5_ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. REVISION bt 8- 00 39 RECEIVED CITY OF TUKWILA MAY 162018 PERMIT CENTER COMMENTS: p I / rpp ( !/I„_ t `1 6 SZ4) `Dospr � ; c r�sT> / ` Aci-__, i-ypt.i ri,i r6,el/ l m�f. lr-.ri, flu_ -eLe Lc d / Z 5V "4 g,. �r E I Y`/PD 8 ukwila DIVISION R W LsANCE 2018 Inspector: Date.5_ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. REVISION bt 8- 00 39 RECEIVED CITY OF TUKWILA MAY 162018 PERMIT CENTER TEL: (909) 869 - 0989 r Reviewed By: Allen Johannessen CORRECTIONS FOR FLOOR & DECOR 17601 SOUTHCENTER PKWY TUKWILA, WA 98188 Job No. 18-0253 MARCH 15, 2018 P.C. # D18-0039 FAX: (909) 869 - 0981 REVIF Q FOR CIOPF COMM LIANCE A'IIVI1D , MAR 27 2018 City of 1\flakilia - t of ldbi.4" 1. Please specify specific storage rack anchor bolts. Specify special inspections. This information shall be noted on the plan details sheet. RESPONSE: Storage rack anchor bolts and special inspections have been specified, see note #5 and "Statement of Special Inspection" note on drawing 18-0253-A. 2. Identify emergency lighting for this section of racking. If other racking is existing, please specify and indicate on the plan. RESPONSE: Emergency lighting plan has been included. See sheet no. A102 for emergency lighting. Should there be any questions regarding the above responses, please contact me at (909) 869-0989 or email pochoa@seizmicinc.com Sincerely, Phillip Ochoa SEIZMIC Inc. 1130 E. Cypress St. CORRECTION LTR# Dlq Covina RECEIVED CITY OF TUKWiLA ;•:i1,? 2 1 2X8 PERMIT CENTER MATERIAL HANDLINkENGINLFRING FST 14A5 SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in 50 States Analysis of Storage Racks for Floor & Decor SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS 17601 Southcenter Parkway, Tukwila, WA 98188 Job No. 18-0253 1130 E. Cypress St Approved by: Sal E. Fateen, P.E. 2/7/2018 APR 1 2 2010 Covina, CA 91724 SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES (909) 869-0989 MATERIAL HANDLIN `ENGINEERING EST. 1885 �' TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 1 tchang 2/7/2018 20180206 20 Table of Contents Parameters Components and Specifications Loads and Distributions Basic Load Combinations Longitudinal Analysis Column & Backer Analysis Beam Analysis Beam to Column Analysis Bracing Analysis Anchor Analysis Overturning Analysis Baseplate Analysis Slab and Soil Analysis 2 3 12 13 14 15 17 20 21 23 26 27 28 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. • 13. MATERIAL HANDLING'ENGINERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 2 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. CONCEPTUAL DRAWING Some components may not be used or may vary Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector �TRIBUTARY AREA TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET MATERIAL HANDLIN-6tNGINEERING EST. 1985' TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 3 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 1: TYPE Al U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 I= 1 V "g= 1552 lbs. Ps;p;w = 12750 lbs. Levels: 5 Panels: 3 S, = 0.54 P = 1.5 SDC = DTrans = 4140 lbs. P,,,, = 6563 lbs. Load per Level 5000 lbs 36" 144" 48" 5000 lbs 42" 18"IL 5000 lbs 18" S— 5000 lbs 42" IL 18" S— 5000 Ibs 12" q. —i. * 96" FRONT VIEW 36" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 64% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 56% (panel 1) DIAGONAL BRACE 2.25x1.5-0.067 Stress = 74% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 79121b. Stress = 64% Max stress = 64% (level 1) 4 Pin 2" cc Connector Stress = 12% Max stress = 16% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 1552 in -lb. Stress = 16% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 35% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 75% TYPE A2 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved a 4 MATERIAL HANDLING pENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 4 tchang 2/7/2018 20180206 20 COMPONENTS AND SPECIFICATIONS Configuration 2: TYPE A3 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1=1 V "g = 768 lbs. P,.,„,, = 6250 lbs. Levels: 5 Panels: 2 S1= 0.54 P = 1.5 SDC = Dns = 2049 lbs. PSe,sm;� = 2745 lbs. TraLoad per Level 2400 lbs tr 36" 2400 lbs 30" 96" 18" 2400 lbs 18" S-- 24001bs --4 42" � S- I' 12" 2400 lbs 12" 6" —$ 96 FRONT VIEW 1 36 SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55000 psi Stress = 57% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 30% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 36% (panel 1) 3.31 x 2.75 x 0.067 (4331) Steel = 55 ksi Max Static Cap. = 3912 Ib. Stress = 63% Max stress = 63% (level 1) 3 Pin 2" cc Connector Stress = 15% Max stress = 17% (level 3) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Moment = 0 in -Ib. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 18% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 51% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. AD rights reserved MATERIAL HANDLINM ENGINEERING EST. 1985 • TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 5 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 3: TYPE SI U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1= 1 V = 621 lbs. Psi",,, = 5100 lbs. s = 1656 lbs. Ps„ „„„,,= = 3562 lbs. Levels: 2 Panels: 3 Si' = 0.54 Pv = 1.5 SDC = D VZ, Load per Level 5000 lbs 36" —S 144" 48" 5000 lbs 42" 58" 42" 12 " .I' 'I` I I ---'1. 96" FRONT VIEW 36" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 73% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 28% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 49% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 64% Max stress = 64% (level 1) 4 Pin 2" cc Connector Stress = 23% Max stress = 23% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 2533 in -Ib. Stress = 7% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 16% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 69% TYPE S2 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved 4 MATERIAL HANDLINGSNGINaERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST• COVINA• CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA • SHEET#: 6 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 4: TYPE S3 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1=1 V, g = 1546 lbs. P , p„ = 12650 lbs. Levels: 7 Panels: 3 Load per Level S; = 0.54 P Iir o = 1.5 SDC = D "s = 4123 lbs. Pse ism;c = 8923 lbs. 5000 lbs S-- — _ l I 48" 5000 lbs 36" 111 144" 35" Is S-- 5000 lbs - 42" S-- 16" I 'I' 2400 lbs 1`4" 2400 Ibs 42" 1�I4" 24001bs —S T S-- 11"2400 * lbs 12" `I "I,— 96" FRONT VIEW 36" —,f SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 74% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 63% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 90% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 79121b. Stress = 31% Max stress = 64% (level 5) 4 Pin 2" cc Connector Stress = 7% Max stress = 19% (level 6) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 4 anchors/plate Moment = 1546 in -Ib. Stress = 16% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 41% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1358 lbs. Shear Capacity = 1461 lbs. Anchor stress = 73% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 7 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 5: TYPE T1 (36") U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 I= 1 Vq = 307 Ibs. Ps,o„c = 2500 Ibs. Levels: 2 Panels: 2 S, = 0.54 ] = 1.5 SDC = D 1r."n = 819 Ibs. Psennnc= 1349 lbs. Load per Level 2400 Ibs 63" 72" 42" 2400 lbs 1 „ l `I `' `s. 36" -I` 1 96" FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 5 x 2.75 x 0.067 (4500) 4 Pin 2" cc Connector 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 6% Steel = 55000 psi Stress = 31% Stress = 26% (level 2) Max stress = 6% (level 1) HORIZONTAL BRACE Max stress = 31% (level 1) 2.25 x 1 - 0.067 Stress = 7% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 13% (panel 1) Base Plate Slab & Soil Anchors Steel = 36000 psi Slab = 6" x 4000 psi Hilti Kwik HUS -EZ ESR -3027 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 2.16 in. Min. Embed. Moment = 0 in -lb. Stress = 0% Slab Bending Stress = 7% (S) Pullout Capacity = 1664 Ibs. Shear Capacity = 1791 lbs. Anchor stress = 41% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING':ENGINERING EST. 1985 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 8 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT/4: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 6: TYPE T1 (96") U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 / = 1 V, %AnR = 1000 lbs. Ps,Q1. = 8200 lbs. Levels: 4 Panels: 2 S, = 0.54 = 1.5 SDC = D V Trans = 2668 lbs. PSes,n;, = 3031 lbs. Load per Level 4000 lbs \ 1 S-- - 18" 4000 lbs 9 18" -I 'I S-- 4000 lbs 72 18" tS-- 4000 lbs 42",42" 1I8" `l 1 \ * 96" FRONT VIEW * 36" -i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55000 psi Stress = 91 % (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 48% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 58% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 51% Max stress = 51% (level 1) 4 Pin 2" cc Connector Stress = 15% Max stress = 15% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Moment = 0 in -lb. Stress = 1% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 23% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 50% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINTENGINtERING EST. 1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 9 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 7: TYPE WI U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1=1 V p"x = 621 lbs. Ps;p; = 5100 lbs. Levels: 2 Panels: 3 S; = 0.54 P = 1.5 SDC = D 1. "nt. = 1656 lbs. Pse;sn,,, = 1633 lbs. 36" 144" Load per Level 5000 lbs 42" 46" 42" s• 5000Ibs 12" `1. `s- s 108" FRONT VIEW 42" -i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 25% (level 2) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 17% (panel I) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 24% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 58% Max stress = 58% (level 1) 4 Pin 2" cc Connector Stress = 10% Max stress = 10% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 621 in -Ib. Stress = 6% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 12% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 17% TYPE W 1 a OK by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGIN'tERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 10 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 8: TYPE W2 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 I= 1 V ng = 1000 lbs. PS,",, = 8200 lbs. Levels: 4 Panels: 3 Load per Level S; = 0.54 t = 1.5 SDC = DTraI ns = 2668 lbs. P„sm;e = 5413 lbs. 4000 lbs T S— -4 12" 34" 4000 lbs 36" ` 29" is 4000 lbs 144" 29" S-- 4000 lbs –4 42" S_ 52" 42" \ 12" `I. `--- 108" FRONT VIEW 42" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 84% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 56% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 77% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 87141b. Stress = 47% Max stress = 47% (level 1) 4 Pin 2" cc Connector Stress = 22% Max stress = 22% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 12000 in -lb. Stress = 18% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 26% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 66% TYPE W3 & W4 OK by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINI ENGINE_RING EST. 1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 11 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 9: TYPE WH2 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1=1 VA = 931 lbs. PS,a,, = 76501bs. Levels: 3 Panels: 3 S; = 0.54 t = 1.5 SDC = D Han = 2484 lbs. Pse,„„„ = 5184 lbs. Load per Level 5000 lbs 1z" 44" 36" 5000 lbs S-- 144" 44" 42" 5000 lbs 42" 50" 12" 108" r * is 42" i• FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 5 x 2.75 x 0.083 (3500) 4 Pin 2" cc Connector 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 28% Steel = 55000 psi Stress = 58% Stress = 88% (level 1) Max stress = 28% (level 1) HORIZONTAL BRACE Max stress = 58% (level 1) 2.25 x 1 - 0.067 Stress = 52% (panel 1) DIAGONAL BRACE 2.25 x 1.5-0.067 Stress = 71% (panel 1) Base Plate Slab & Soil Anchors Steel = 36000 psi Slab = 6" x 4000 psi Hilti Kwik HUS -EZ ESR -3027 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 2.16 in. Min. Embed. Moment = 5833 in -lb. Stress = 13% Slab Bending Stress = 24% (S) Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 79% TYPE WH 1 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved etmOir MATERIAL HANDL G ENGRING EST. 1995 ~ INEE TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 12 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 Loads and Distribution: TYPE Al ELn Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2015 IBC. # of Levels: 5 SDC: D Rw (L): 6 Pallets Wide: 2 Wpl: 25000 lbs Rw (T): 4 Pallets Deep: 1 Wdl: 500 Ibs Fa: 1 Pallet Load: 2500 Ibs Total frame load: 25500 Ibs Ss: 1.44 le: 1 Fv:1.5 S1:0.54 Tl: 1 Tt: 0.5 Base Shear: V Peng = (CS • 4, • ((0.67 • WPL) + WDL)) Per RMI 2012 2.6.2 Longitudinal: I;A g = (0.09 • 1 • ((0.67 •25000 lbs) + 500 lbs)) = 1,552 Ibs Transverse: Vr a s = (0.24 • 1 • ((0.67 • 25000 lbs) + 500 lbs)) = 4,140 Ibs n f = V WN. WH. Longitudinal Transverse Level hr wx wxhx f ws wrhr f, 1 6 5,100 30,600 277 5,100 30,600 416 2 24 5,100 122,400 130.77 5,100 122,400 381.95 3 42 5,100 214,200 228.85 5,100 214,200 668.41 4 60 5,100 306,000 326.92 5,100 306,000 954.87 5 108 5,100 550,800 588.46 5,100 550,800 1718.77 1,552 lbs 4,140 lbs MATERIAL HANDLING ENGINEERING EST. 1985 �' TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: SHEET#: CALCULATED BY: 17601 Southcenter Tukwila, WA 13 tchang DATE: 2/7/2018 PROJECT#: 20180206_20 LRFD BASIC LOAD COMBINATIONS TYPE Al 2015 IBC& RMI / ANSI MH 16.1 VTrans = 4,140 Ibs VLong = 1,552 Ibs PL = Product Load * 0.5 =12,500 Ibs DL = Dead Load / 2 = 250 Ibs Basic Load Combinations 1. Dead Load = 1.4D + 1.2P (1.4.250) + (1.2. 12,500) = 15,350 2. Gravity Load = 1.2D + 1.4P + 1.6L + 0.5(Lr or S or R) (1.2.250) + (1.4. 12,500) + (1.6.0) + (0.5 •0) = 17,800 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(L, or S or R) (1.2 . 250) + (0.85 • 12,500) + (0.5 • 0) + (1.6 . 0) = 10,925 Sas = .96 EL = Seismic Load = 7,820 Ibs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W+ 0.5(Lr or S or R) (1.2 . 250) + (0.85 • 12,500) + (0.5 • 0) + (1 • 0) + (0.5 •0) = 10,925 5. Seismic Load =(1.2+0.2SDs)D+(1.2+0.2Sos)13P+0.5L+pE+0.2S ((1.2 + (0.2 . 0.96)) • 250) + ((1.2 + (0.2 • 0.96)) • 0.7. 12,500) + (0.5 •0) + (1 • 7,820) + (0.2 • 0) = 20,348 6. Wind Uplift = 0.9D + + 1.OW (0.9.250) + (0.9. 12,500) + (1 •0) = 225 7A. Seismic Uplift = (0.9 - 0.2SDs)D + (0.9 - 0.2SDs)[3P + pE ((0.9 - (0.2 . 0.96)) • 250) + ((0.9 - (0.2 . 0.96)) • 1 • 12,500) + (1 •7,820) = 16,847 7B. Seismic Uplift = (0.9 - 0.2SDs)D + (0.9 - 0.2SDs)(3P - pE ((0.9 - (0.2 . 0.96)) • 250) + ((0.9 - (0.2 . 0.96)) • 1 • 12,500) - (1 • 7,820) = 1,207 For a beam Only : D = 321bs. P = 2,5001bs. I = 3121bs. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.41 (1.2 . 32) + (1.6 . 0) + (0.5.0) + (1.4 . 2,500) + (1.4 . 312) = 3,975 ASD LOAD COMBINATIONS FOR SLAB ANALYSIS 1. (1 + 0.105SDs)D + 0.75[(1.4 + 0.14SDs)(3P + 0.7pE] = (1 + 0.105 • 0.96) • 250 + 0.75[(1.4 + 0.14. 0.96) • 0.7 • 12,500 + 0.7 • 1 • 7,820] = 14,450 2. (1 + 0.14SDs)D + (0.85 + 0.14SDs)(3P + 0.7pE = (1 + 0.14. 0.96) • 250 + (0.85 + 0.14. 0.96) • 0.7 . 12,500 + 0.7 • 1 • 7,820 = 14,371 3.D+P = 250 + 12,500 = 12,750 w' MATERIAL HANDLINGYENGIN ERING EST. 1985 v TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 14 tchang 2/7/2018 20180206 20 LONGITUDINAL ANALYSIS TYPE Al This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid -height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base for pinned condition, where the base plate cannot carry moment). MConnR = MConnL = MConn MConn = OMUpper+ MLower) / 2) + MFndS' Veal = VLang / # of columns = 776 lbs MBase = 1552 in -lbs Mc,,,,,"R" \ Miower = ((Vco! h,) - MBase (776 lbs x 4 in) -1552 in -lbs = 1552 in -lbs Meese �`-R—' slab 7/ hili /////////1/ FRONT ELEVATION Levels hi fi Axial Load Moment Beam End Moment Conn Moment 1 6 139 12,750 1,552 3,596 7,241 2 18 65 10,200 5,738 3,596 9,039 3 18 114 7,650 5,149 3,596 8,230 4 18 163 5,100 4,119 3,596 9,186 5 48 294 2,550 7,062 3,596 7,127 n 3•; SEIZMIC.. �r, MATERIAL HANDLING'ENGINEERING EST. 1085 w, TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 15 tchang 2/7/2018 20]80206 20 COLUMN ANALYSIS TYPE Al ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) Kx •Lx /Rx = 1.7.4/1.23 = 5.52 KY • Ly/ RY = 1 •42/1.12 = 37.47 KL I R max = 37.47 ra = (rx2 + rr2 + x02)112 = (1.232+ 1.122 + -2.912)1/2 = 3.35 in. Q = 1-(xalra)2 = 1 -(-2.91 /3.35)2 = 0.25 F„ = TI2E / (KL / r)max2 =3.142. 29500 / 37.472 = 207.412 ksi Fel = (1 / 2f3)((aex + �l) - //((((6ex + a)2 - (413aexa))U2) = (1 / (2 . 0.25)((9566.39 + 8648.35) - ((9566.39 + 8648.35)2 - (4 . 0.25 •9566.39. 8648.35))1'2) = 4863.268 ksi where: hex = 112E / (K.Lx I R)2 = 3.14 295b0 / 37.472 = 9566.393 ksi = 1 / Ar,2(GJ + (1I2EC) / (K,L,)2) = 1 / 0.83 •3.352(1 1300.0.0019 + (3.142 . 29500 . 2.82) / (0.8 • 4)2) = 8648.346 ksi Fe = Min(Fel, Fe2) = 207.412 ksi Pn = Aef• F = (Fel F)''2=(55/207.412)1/2=0.515 Since k < 1.5, F = (0.658^(k2)) • F, = 49.222 ksi Thus P„ = 33,401 lbs Pa = P„ • Oe = 28,391 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2.95 x 3 x 0.81 -0.085 SECTION PROPERTIES Depth 3 in. Width 2.95 in. t 0.083 in. Radius 0.125 in. Area 0.826 in^2 AreaNet 0.731 in^2 Ix 1.255 in^4 Sx 0.851 in^3 Sx net 0.814 in^3 Rx 1.233 in. Iy 1.038 in^4 Sy 0.612 in^3 Ry 1.121 in. J 0.002 in^4 Cw 2.819 in^6 Ix 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky 1 Ly 42 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.92 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDLINGENG NEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 16 tchang 2/7/2018 20180206 20 COLUMN ANALYSIS TYPE Al ( Level 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (Section C3.1.2) Po = P„04, = 37,321 • 0.85 = 31,723 Ibs. Where P,,o = AeF = 0.68. 55 = 37,321 Ibs. M = M = S,F, = Sm;,F F = CbrrA((,6eya,)112 / Sf = 29584.28 ksi F = C,•d 6exv + C,(j2 + ,2(0e / 6e%»1I2) / (C'T (sJ) = F = (CbII2Edl,e) l (Si(K1L )2 = 604.05 ksi F 1 Femm = 604.05 ksi 12370.13 ksi Since, F >= 2.78F, F, = (Se l Se i. e. F, y = F = 55 ksi reduced F eg = 1 - ((1 - Q) l 2) • (F, l F,)Q • F, = 52.8 ksi Mx = 42,990 in-Ibs M„ = 32,335 in-Ibs M = M nun MA:lb = 38,691 in-Ibs M yOb = 29,101 in-Ibs PEx = 112E1 / (KxL„)2 = 7,902,193 Ibs PEy = 112EI l (K y)2 = 171,3081bs ax = (1 - (4),P l P,)) = 1 a = (1 - (4,P / Pd) = 0.93 F = (1.2 + 0.2Sd,) • D+ (0.85 + 0.2Sd,) • P F appl;ed = 13370 Ibs M = Mx = 1552 in-Ibs R_s = (1.2 • D) + (1.4 • P) = 17800 Ibs l P„ = 17800 / 28391 = 0.63 Static Stress = 62% Since, P„ I P,> 0.15 Stressl = P I P + M l (0bM ) + M (�bMn ) ((13370/26,391)+(1552/35,691)+(1 /2v,101)) = 51% Stress2 = P IP +C l (4),M a) + Cm}M l (4),Ma,) ((13370 / 31,721) + (0.85r• 15 2 73k691 • 0.999)) + RI.i15 • 1 / 29,101 • 0.934))) = 45% Stress3 = (1.2 + 0.2Sps)D + (1.2 + 0.2SA3P + 0.5L + pE + 0.2S / Po„ 20348 / 31,723 = 64% ColumnStress = Max(Stressl, Stress2, Stress3, Static) = 64% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5.2.2-2) (Eq C5.2.2-1) 2.95 x 3 x 0.81 -0.085 SECTION PROPERTIES Depth 3 in. Width 2.95 in. 0.083 in. Radius 0.125 in. Area 0.826 in^2 AreaNet 0.731 in^2 Ix 1.255 in^4 Sx 0.851 in^3 Sx net 0.814 in^3 Rx 1.233 in. Iy 1.038 in^4 Ay 0.612 in^3 Ry 1.121 in. J 0.002 in^4 Cw 2.819 in^6 Jx 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky 1 Ly 42 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.92 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMIC: MATERIAL HANDLIN :'ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 17 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BEAM ANALYSIS TYPE Al Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.7 - (2.0.067) - (2 • 0.25) = 1.07 in. w/t = 1.066 / 0.067 = 15.91 = (1.052 / k"2) • (w/t) • (F / E11/2 = (1.052 / 2) • 15.91 • (55 / 29500)1/2 = 0.36 <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) A(comp) = F • (y31 y2) = 55 * 2.3 / 2.62 = 48.35 ksi f2(tension) = F • (y, l y2) = 55 * 2.06 / 2.62 = 43.31 ksi `Y = - (j/f1) = -(43.31 / 48.35) = -0.9 Buckling coefficient k = 4 + 2 • (1 - `P)3 + 2 • (1 -'P) = 4 + 2(1 - -0.9)3 + 2(1 - -0.9) = 21.42 Flat Depth w = yl + y3 = 2.06 + 2.3 = 4.366 w/t = 4.366/0.067 = 65.16 w/t < 200: OK 7v = (1.052 /10/2) • (w/t) • (f / E)112 = (1.052 / 2) • 65.164 • (48.35 / 29500)1/2 = 0.6 bl=w•(3-'F) = 4 • (3 - -0.9) = 17.01 b2=w/2=2.18 bl + b2 = 17.01 + 17.01 = 19.19 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (11 / 2) • (r + t / 2) = (H / 2) • (0.25 + 0.067 / 2) = 0.445 Lr = effective width = 1.066 C = 2•L � l L f+ 2 • L� = 2 .0.445 / 1.066 + 2 •• L� = 0.4552 m = 0.192 • (Fu / F) - 0.068 = 0.192 • (70 / 55) - 0.068 = 0.1764 Be = 3.69 • (F/F)-0.819 • (Fut F)2- 1.79 = 3.69•(70/55)-0.8119•(70/55)2-1.79 = 1.58 Fu/Fy=70/55 = 1 >=1.2=OK r/t = 0.25 / 0.067 = 3.731 <=7=OK F,, = Be, • F l (r / t)m = 1.58 . 55 / (3.731)m = 69 F _!o = C•F+(1-C)•F, = 0.455.69+(1-0.455)•55 = 61 F = Fya-!op •Ycg Ycg l(A-) = 61 •2.38/(5.0-2.38) = 56 ya-6o!!om 5 x 2.75 x 0.067 Top flange width C = 1.7 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.067 in. Radius r = 0.25 in. Fy = 55 Fu = 70 Y1 = 2.06 Y2 = 2.62 Y3 = 2.3 Ycg = 2.38 Ix = 3.02 Sx = 1.15 E = 29500 FBeam F = 400 Beam Length L = 96 .., MATERIAL HANDLING ENGIN BERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 18 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BEAM ANALYSIS TYPE Al Check Allowable Tension Stress for Bottom Flange "'flange -bat= B - (2 • r) - (2 • 1) = 2.75 - (2.0.25) - (2.0.067) = 2.12 Cbmtom = 2 • Lel (Lange bot + 2 ' La) = 2 • 0.445 / (2.12 + 2 . 0.445) = 0.296 F -bottom = Cbottom • Fvc + (1 - Cbottom) • F}, = 0.296.69 + (1 - 0.296) 55 = 59.11 F a = F a_tap = 61.32 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity Mc,”,„ = = W•L•S2•Rm/8 S2 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4 • 0.125 • PL) l PL For DL = 2% of PL: 52 = 1.2.0.02+1.4+1.4.0.125 = 1.6 Rm = 1-((2•F•L)I(6•E•I +3 •F•L)) = 1 - ((2 • 400 . 96) / (6 . 29500. 3.02 + 3 . 400 . 96)) = 0.88 •M = 1:1)•Fa•S, = 66.93 in -kip W = • M • 8 • (# of Beams) / (L • Rm • 52) = (66.93. 8.2) / (96.0.88. 1.6) = 7912 lbs/pair Check Deflection Capacity Amax = 'Ass • Rd max = L / 180 Rd = 1-(4•F•L)I(5•F•L+10•E•I) = 1 - (4 .400. 96) / (5 • 400.96 + 10 • 29500. 3.02) = 0.86 Osx = (5• W•L3)/(384•E•lx) L/180 = (5• W • L3 • Rd)/ (384 • E • 4 • (# of Beams)) W = (384•E•I •2)/(180.5•L2•Rd) = (384 •29500.3.02.2) / (180 . 5 •962.0.86) • 1000 = 9598 lbs/pair 5 x 2.75 x 0.067 Top flange width C = 1.7 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.067 in. Radius r = 0.25 in. Fy = 55 Fu = 70 Y1 = 2.06 Y2 = 2.62 Y3 = 2.3 Ycg = 2.38 1x = 3.02 Sx = 1.15 E = 29500 FBeam F = 400 Beam Length L = 96 MATERIAL HANDLING ENGINEERING EST. 1965 t.. TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 19 tchang 2/7/2018 20180206 20 Mva5c=WI2 / 8 Allowable and Actual Bending Moment at Each Level Mallow,stanc W111.c • 12 / 8 All M onn M,llow.seismic=Sx • F6 Level M static M allowstatic M seismic M allowseismic Result 1 30,576 47,472 3,621 47,472 Pass 2 30,576 47,472 4,520 47,472 Pass 3 30,576 47,472 4,115 47,472 Pass 4 30,576 47,472 4,593 47,472 Pass 5 30,576 47,472 3,564 47,472 Pass MATERIAL HANDLING,ENGIN ERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 20 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BEAM TO COLUMN ANALYSIS TYPE Al 1. Shear Strength of Pin Pin Diameter = 0.438in. F = F„, = 54000 psi Ab = d2•FI/4 = 0.15 in Pn = Ab • F = 8136.39 Ibs PShear = 4119 n = 0.75 • Pn = 61021bs AIS1 Table E3.4 -1 AISI Table E3.4 -1 2. Bearing Strength of Pin Column Thickness t, = 0.08 in Since d/ t,< 10 C = 3 mf = 1.0 F = 65000 psi Pn = C•mf•d•te•F„ = 7089.03 lbs PBearing = ' P„ = 0.75 • 7089.03 = 5316 Ibs 3. Moment Strength of Bracket Edge Dist. = 1 in. Thp = = 0.179 in. S by = = 0.127 in.3 = S • F = 6985 in-Ibs Mstrength = $M = 0.9 • Mn = c = 2.15 d = Edge Dist./2 = 0.5 in. MStrength c• d•Fhp AISI E3.3.1 -1 AISI C3.1.1 -1 0.9 • Sebp • F = 6286.5in-lbs Peup = Mstrength / (c d) = 5837 Ibs Minimum Value of P1 Governs PI = Min(Pshear' PBearing' Pchi) = 5316 Ibs Mr, nn-AIIow = (P,•6.5)+(P,•(4.5/6.5)•4.5)+(P,•(2.5/6.5)•2.5)+(P,•(0.5/6.5)• 0.5 = 56431.38 in-Ibs MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET/4: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 21 tchang 2/7/2018 20180206 20 BRACE ANALYSIS TYPE Al (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) K •L„IRx. = 1 •46/0.92 = 50.07 le• L/ Ry = 1 •46/0.49 = 94.83 KL / R „,ox = 94.83 Yo x = (r2+ry2+xo2)1/2 = (0.922 + 0.492+ -1.032)1/2 = 1.46 in. Q = 1-(xo/ro)2 = 1-(-1.03/1.46)2 = 0.5 F, = 112E l (KL(( / r)„,,„,2 =/3.142.29500 / 94.832 = 32379 ksi F 2 = (1 / 21213)((a,,+ a,) - ((aex + 6,)2 - (416ex(9)1/2) = (1 / (2 •0.5)((116.16 + 19.89) - ((1 16.16 + 119.89)2 - (4 • 0.5 • 116.16. 19.89))1/2) = 18.211 ksi where: hex = 112E/(K,LxlR)2 = 3.142 • 295b0 / 94.832 = 116.158 ksi 6, = 1 / Aro2(GJ+ (n2EC ,) / (K,L,)2) = 1 / 0.34 • 1.46201300 • 0.0005 + (3.142.29500.0.06) / (0.8 • 46)2) = 19.894 ksi Fe = Min(Fel, Fel) =18.211 ksi P„ = Aer' F = (F /F)1/2 = (36/18.211)1/2 = 1.406 Since k < 1.5, F = (0.658^(k2)) • F = 15.739 ksi Thus P„ = 5,274 Ibs Po = P„ • 0, = 4,483 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2.25 x 1.5 - 0.067 SECTION PROPERTIES Depth 2.25 in. Width 1.5 in. t 0.067 in. Radius 0.101 in. Area 0.335 in^2 AreaNet 0.335 in^2 Ix 0.283 in^4 Sx 0.251 in^3 Sx net 0.251 1131'3 Rx 0.919 in. ly 0.079 in^4 Sy 0.076 in^3 Ry 0.485 in. J 0.001 in^4 Cw 0.063 in^6 Jx 1.518 in. Xo -1.033 in. Kx 1 Lx 46 in. Ky 1 Ly 46 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -I Cb 1 Ctf 1 Phib 0.9 Phic 0.85 1, MATERIAL HANDLING`ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 22 tchang 2/7/2018 20180206 20 BRACE ANALYSIS TYPE Al (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (Section C3.1.2) Pao Pno4c = 12,064. 0.85 = 10,254 Ibs. Where Pno = AQF = 0.34 • 36 = 12,064 Ibs. = M = S F = Sm.F F = Cbr A(6eyoi)1/2 / Sf = 93.86 ksi F = CA6e%(j + CS(j2 + ro2(6e / 6ex))1/2) / (CTES) = 18.05 ksi F = (CbI12Ed1VC) l (Sf(KyLy)2 = 97.16 ksi F . = 18.05 ksi e,mm Since, F <= 0.56F;, F=F= 18.05 ksi reduced F eff = 1 - ((1 - Q) l 2) • (F / F )r • F = 18.1 ksi M = 4,550 in -lbs M„„0, = 4,095 in-Ibs M , = 1,377 in-Ibs M„),(1), = 1,240 in-Ibs PEx = I72E1 / (K�x)2 = 38,912 Ibs PEy = F12E1, l (K Ly)2 = 10,8561bs Max Pa = 5,274 Ibs VTrans = 2,484 Ibs LDiag = ((L - 6)2 + (D - 2B)2)1I2 = 46.86 in. VD;ag = (VT,„„, • LD,„) / D = 3880.13 Ibs. Brace Stress = VDi,g / Pa = 74% = Mnmin (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.2.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) 2.25 x 1.5 - 0.067 SECTION PROPERTIES Depth 2.25 in. Width 1.5 in. t 0.067 in. Radius 0.101 in. Area 0.335 in^2 AreaNet 0.335 in^2 Ix 0.283 in^4 Sx 0.251 in^3 Sx net 0.251 in^3 Rx 0.919 in. ly 0.079 in^4 Sy 0.076 in^3 Ry 0.485 in. J 0.001 in^4 Cw 0.063 in^6 Jx 1.518 in. Xo -1.033 in. Kx 1 Lx 46 in. Ky 1 Ly 46 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDLING,I:ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 23 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 TYPE Al Assumed cracked concrete application Anchor Type 1/2" dia, 2.16" hef, 5.5" min. slab ICC Report Number ESR -30271.5 • hef = 3.24 in. Slab Thickness (ha) = 6.000 in. C, = 12 useC , ndJ = 3.24 in. Min. Slab Thickness (hmin) = 5.5 in. Ca, = 12 useC z.ndj = 3.24 in. Concrete Strength (f) = 4000 in. Diameter (da) = 0.5 in.3 hef = 6.48 in. Nominal Embedment (hnom) = 3 1n. Effective Embedment (hef) = 2.16 in. S, = 6.5 in. useS, add = 6.48 in. Number of Anchors (n) = 2 Sz = 0 in. useS2ad4 = 0 in. e'N = 0 e'V = 0 From ICC ESR Report ASe = 0.161 sq.in. fn n = 112540 psi Smm = 3 in. Cana = 1.75 in. C. = 3.67 in. N = N/A ha 1.5Cat S1 1.5Cat Adj. Strength Tension Capacity = 2219 lbs 0.75 1664 lbs Shear Capacity = 2389 lbs 0.75 1791 lbs ti 4. MATERIAL HANDLING:ENGINEERING EST.1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 24 tchang DATE: 2/7/2018 PROJECT#: 20180206_20 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 TYPE Al Steel Strength = 0.75 ON = 4)nAsf„,„ = 0.75 •2 •0.161 • 112540 = 27,178 lbs Concrete Breakout Strength 4)N bg = 0.65 ANc = (C Lad./ + S$adi + 1.5hej)(Ca2.adj + S1.adj + 1.Shej) = 83.981 sq.in. •ANca = 9hef = 41.99 sq.in. Check if ANeO > ANO AN, / ANeO = 2.0 ecN = 1 `1,dN = 1 c N = 1 = 17 Aa = 1 Nb = k k(t)05(hef)1.5 = 3,413 Ibs cpN = 1 4)Nbg = T(`4Nc / ANco)(W egN)(W ed, N)(C,N)(cp,N)(Nb) 0.65 • (83.981 / 41.99) • 1 . 1 . 1 . 1 . 3413 = 4,437 Ibs Pullout Strength 4)N„ = 0.65 `Pep= 1 v„ = N/A Steel Strength (4Na) = 27,178 Ibs Embedment Strength - Concrete Breakout Strength (1N bg) = 4,437 Ibs Embedment Strength - Pullout Strength (4)Np„) = N/A 17.4.1 17.3.3. a i 17.4.1.2 17.4.2 17.3.3 b i 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 17.4.2.2 d 17.4.2.7 17.4.2.1 17.4.3 17.4.2 17.4.3.6 17.4.3.1 MATERIAL HANDLINGENGINERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 25 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 TYPE Al Steel Strength 4)V Q Y sa = 9245 / Anchor -- per report = 0.65 �V p = on • v„ = 0.65.2 .9245 = 12,019 Ibs Concrete Breakout Strength 4) V bg = 0.7 AVc = (1.5CI + Siad; + 1.5C ,)h = 254.88 sq.in. 17.5.1 17.3.3. Condition a ii 17.5.1.2a 17.5.2 17.3.3 Condition b i AVco = 3CQ,ha = 216 sq.in. Check ifAVco>AVc AVc/AVco = 1.18 1 17.5.2.5 Y'ed, v = 0.9 17.5.2.6 = 1 17.5.2.7 = 1.732 17.5.2.8 d = 0.5 in. 17.5.2.2 = 0.5 in. 17.2.6 A0 = 1 The smaller of 7(I / d)Q2(d )o.5AQ(f•)o.5ep 1.5 and 9) (f )° 5 1.5 = 17,437 Ibs 17.5.2.2 a, 17.5.2.2 b 0V bg = d(AVc/AVCo)(`1'ee,v)(`1`ed.v)('1',v)(Y'b.v)(V9) 17.5.2.1 0.7 • (254.88 / 216) • 1 • 0.9 • 1 • 1.732 • 17,437 = 22,453 Ibs Pryout Strength 4)V pg 17.5.3 = 0.7 17.3.3 Condition b Kep = 1 17.5.3.1 1V bg = 6,826 Ibs �V pg = 4IKp1V bg = 0.7. 1 •6826 = 4,778 Ibs Steel Strength (4)V) = 12,019 lbs Embedment Strength - Concrete Breakout Strength (p V bg) = 22,453 Ibs Embedment Strength - Pryout Strength (4)V pg) = 4,778 Ibs 1. MATERIAL HANDLI GENGINERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 26 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 OVERTURNING ANALYSIS TYPE Al Per RMI Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack w/ every level loaded 67% capacity, & Top Loaded only EVERY LEVEL LOADED TO 67% CAPACITY. FULLY LOADED Wpi = 250001bs. War = 5001bs. Wpi • 67% = 25000. 0.67 = 167501bs. VT,an, = (2/3 • 1 • 1.44. 1 • ((0.67. 16750) + 500)) / 4 = 28131bs. Per RMI 2012 2.6.9 Mov, = VT,ans • Ht = 2813 • 84 = 236292 in-Ibs M = E(Wpr + War)•d = (16750 + 500) • 36 = 310500 in-Ibs Pnnr fi = 1 • (Mow - M) / d = (236,292 - 310,500) / 36 = -2,061 Ibs (P,Pro <= 0) = no uplift PMarpown = 1 (Mayr + Ms1) / d = (236,292 + 310,500) / 36 = 15188 lbs TOP SHELF LOADED Shear = 1320 Ibs Mow = Vtop • Ht = 1,320 • (108 + ((48 - 10) / 2)) = 167640 in -lbs M, = E(Wpr + KIM= (5000 + 500) • 36 = 99000 in-Ibs Pnnro = 1 • (M - M,) / d = (167,640 - 99,000) / 36 = 1,906 Ibs ANCHORS No. of Anchors : 2 Pull Out Capacity : 1664 lbs Shear Capacity : 1791 lbs aim Rom Him ,I �I i• F2 F1 F4 F3 F6 F5 P uplift CROSS AISLE ELEVATION COMBINED STRESS Fully Loaded = ((0 / 2) / 1664) + ((2813 / 4)) / 1791) = 0.39 Top Shelf Loaded = ((1906 / 2) / 1664) + ((1320 / 4)) / 1791) = 0.76 Seismic UpLift Critical (LC#7B) = ((0 / 2) / 1664) / 1 = 0 v a MATERIAL HANDLING.:ENGINEERING EST. 1985 • TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 27 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BASE PLATE ANALYSIS TYPE Al The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are using in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol * h/2 (full fixity) Mb is the smallest value obtained from these three criteria. F,, = 36000 psi Poor = 12750 lbs MB = 1552 in -lbs P/A = Pco, / (D • B) = 12750 lbs / (8 • 6.5) = 245.19 psi f = MBase / (D • B2 / 6) = 1552 / (6.5 • 82 / 6) = 22.38 psi I V I 1)1-1` b` b 1 fbz = fb•(2•b1/B) = 22.38•(2.2.53/8) = 14.13 psi / 8 fb, = fb -fbz = 22.38 - 14.13 psi = 8.25 psi Mb = wb,2 / 2 = (b,2/2)•(fa +fb,+0.67•fb) = (2.532 / 2) • (245.19 + 8.25 + 0.67 • 14.13) = 837.97 in -lbs SsaSe = (B • t2) / 6 = 0.19 sq.in. FBa,e = 0.75 • F = 27000 psi fb/Fb = Mb/(SBa�e•F8 ) = 837.97/(0.19 • 27000) = 0.17 Plate width B 8 in. Plate depth D 6.5 in. Plate thickness t 0.375 in. Column width b 2.95 in. bl 2.525 in. - m2 1 SEIZMIC INC MATERIAL HANDLINI ENGINEERING EST. 1985 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 28 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 TYPE Al SLAB AND SOIL ANALYSIS (LRFD) PMax = Seismic_Load (see Basic Load Combinations) = 20348 Ibs = 7.5 • (fa)1/2 = 474 psi d, reg'd=(P/ (4 • 1.72 • ((k • 1.11 ea) • 104 + 3.6) •f:))112 = 3.184 in. b = (ea• d, req'd3 / (12 • (l -µ2) 0,)1 /4 = 21.105 in. b,req'd = 1.5 • b = 32 in. Pn = 1.72[(ks•r,/ea) • 104+3.6]•4••t2 = 1.72 [(50 • 3.61 / 3604996) • 104 + 3.6] • 474 • (6)2 = 120424 Ibs PQ = • Pa = 0.6. 120424 = 72255 Ibs Pmox l Pa = 0.28 SLAB AND SOIL ANALYSIS (ASD) P,,,ax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 14450 Ibs f,' = 7.5 • (f„')112 = 474 psi P„ = 1.72[(ks • r1 / ea) • 104 + 3.6] • f, • • t2 = 1.72[(50 • 3.61 / 3604996) • 104+ 3.6] • 474 • (6)2 = 120424 Ibs d, reg'd = (Pmox / (4 • 1.72 • ((k • r, / ea) • 104 + 3.6) • f, ))1/2 = 3.184 in. b = (ea•d,reg'd3/(12•(1-#2)•ks))"4 = 21.105 in. b, reg'd = 1.5 • b = 32 in. Pa = P„/52 = 120424/3 = 40141.44 P„„,1 Pa = 0.36 Base Plate Width B Depth W Frame 8 in. 6.5 in. Frame depth d 36 in. Concrete Thickness t 6 in. fc 4000 psi 0.6 S2 3 1 ks 50 r, 3.61 ea 3604996 Soil fou 1500 psf • SEIZMIC� INC MATERIAL HANDLING ENGINEERING SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION 17111L2 STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in 50 States SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS Analysis of Storage Racks for Floor & Decor 17601 Southcenter Parkway, Tukwila, WA 98188 Job No. 18-0253 SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 7 2018 City Of Tui gilt .114! ttfr$,otzz4 Approved by: Sal E. Fateen, P.E. 2/7/2018 1130 E. Cypress St APR 1 2 2018 Covina, CA 91724 KWILA FEB 2 2 2018 PERMIT CENTER 106400361 (909) 869-0989 SEIZMI q IN MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila. WA 1 tchang 2/7/2018 20180206 20 Table of Contents Parameters Components and Specifications Loads and Distributions Basic Load Combinations Longitudinal Analysis Column & Backer Analysis Beam Analysis Beam to Column Analysis Bracing Analysis Anchor Analysis Overturning Analysis Baseplate Analysis Slab and Soil Analysis 2 3 12 13 14 15 17 20 21 23 26 27 28 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only. with no field welding. SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 2 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. CONCEPTUAL DRAWING Some components may not be used or may vary Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector TRIBUTARY AREA TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET SEIZMIC INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 3 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 1: TYPE Al U 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.44 F‘,= 1.0 1=1 V " = 1552 lbs. P.,,,,,,, = 12750 lbs. Levels: 5 Panels: 3 Si = 0.54 F, = 1.5 SDC = DTra1 ns = 4140 lbs. Psi sm = 6563 lbs. Load per Level 5000 lbs - 36" i - - 144" 48" 5000 lbs 42" 18" s[ S— S— 5000 Ibs -.4 18" t S-- 5000 Ibs 42" 18" 5000 lbs 12" N - `f. 96" FRONT VIEW 36 i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 64% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 56% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 74% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 64% Max stress = 64% (level 1) 4 Pin 2" cc Connector Stress = 12% Max stress = 16% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi. 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 1552 in -Ib. Stress = 16% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 35% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 75% TYPE A2 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMI INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 4 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 2: TYPE A3 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1=1 Vs = 768 lbs. P.rp„ = 6250 lbs,ton Levels: 5 Panels: 2 S, = 0.54;, = 1.5 SDC = D hm,,,, = 2049 lbs. P„;sm;c = 2745 lbs. Load per Level 2400 Ibs S-- 36" r 30" 2400 lbs _-S 96" 18" t42" 2400 lbs , 18" 2400 lbs —4 12" t 2„ 2400 lbs 6" -4 `L `i. 96" 36" * FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3.31 x 2.75 x 0.067 (4331) 3 Pin 2" cc Connector 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55 ksi Max Static Cap. = 3912 Ib. Stress = 15% Steel = 55000 psi Stress = 63% Stress = 57% (level 1) Max stress = 17% (level 3) HORIZONTAL BRACE Max stress = 63% (level 1) 2.25 x 1 - 0.067 Stress = 30% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 36% (panel 1) Base Plate Slab & Soil Anchors Steel = 36000 psi Slab = 6" x 4000 psi Hilti Kwik HUS -EZ ESR -3027 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 2.16 in. Min. Embed. Moment = 0 in -Ib. Stress = 1% Slab Bending Stress = 18% (S) Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 51% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZmic INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthonv carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 5 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 3: TYPE SI U 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.44 F = 1.0 1= 1 V = 621 lbs. Psa1;, = 5100 lbs. Levels: 2 Panels: 3 S, = 0.54 t = 1.5 SDC = D 1,1Z = 1656 lbs. P„;Sm;, = 3562 lbs. Load per Level 5000 lbs 36" 144" 48" 5000 lbs 42" 58" 42" 12" 36 1. 96" FRONT VIEW SIDE VIEW k FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 73% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 28% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 49% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 64% Max stress = 64% (level 1) 4 Pin 2" cc Connector Stress = 23% Max stress = 23% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 2533 in -lb. Stress = 7% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 16% (S) Hilti Kwik HUS -EZ ESR -3027 ().5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 69% TYPE S2 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco anthonv carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 6 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 4: TYPE S3 U 1.7 Analysis per section 2209 of the 2015 IBC Ss = 1.44 F = 1.0 1= I V = 1546 lbs. Pvane = 12650 lbs. Levels: 7 Panels: 3 Load per Level Si = 0.54 l'-‘,= 1.5 SDC = D i r a„, = 4123 lbs. P„,,„„,= 8923 lbs. 5000 lbs S— -4 iz" 48" 5000 lbs 36" 144" 35" S— 5000 lbs - 42" \ S— .-S 16" `I 2400 lbs 14" 2400 lbs -4 42' S— 14" �I 2400 lbs r S— 'l 2400 Ibs 12" S— `i. i- 96" i. FRONT VIEW 36" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 74% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 63% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 90% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 Ib. Stress = 31% Max stress = 64% (level 5) 4 Pin 2" cc Connector Stress = 7% Max stress = 19% (level 6) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 4 anchors/plate Moment = 1546 in -lb. Stress = 16% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 41% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1358 lbs. Shear Capacity = 1461 lbs. Anchor stress = 73% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMI INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 7 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 5: TYPE TI (36") U 1.7 Analysis per section 2209 of the 2015 IBC S, = 1.44 F = 1.0 1= 1 V kmg= 307 lbs. Psmn = 2500 lbs. Levels: 2 Panels: 2 S, = 0.54 t,. = 1.5 SDC = D VT,,,n, = 819 lbs. Psearnrc = 1349 lbs. Load per Level 2400 lbs \ \ S-_ . '91- - 9" 72" 63" 42" 2400 lbs 12„ 9" --S `,-- 96" FRONT VIEW 36" SIDE VIEW 1. FRAME BEAM CONNECTOR COLUMN 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55000 psi Stress = 26% (level 2) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 7% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 13% (panel 1) 5 x 2.75 x 0.067 (4500) Steel = 55 ksi Max Static Cap. = 7912 lb. Stress = 31% Max stress = 31% (level 1) 4 Pin 2" cc Connector Stress = 6% Max stress = 6% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Moment = 0 in -lb. Stress = 0% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 7% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 41% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMIC INC MATERIAL HANDLING ENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 8 CALCULATED BY: tchana DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 6: TYPE T1 (96") U 1.7 Analysis per section 2209 of the 2015 IBC S3 = 1.44 F = 1.0 1= 1 i%lAns = 1000 lbs. P,.,Qt;, = 8200 lbs. Levels: 4 Panels: 2 S, = 0.54 f = 1.5 SDC = D I Trans = 2668 lbs. P„csn,;,.= 3031 lbs. Load per Level 4000 lbs \ 18" sl‘ 4000 lbs 9 \ 18" 72' is 4000 lbs S-- 42" 18" ' 4000lbs 18" 1 12" * `. 96" 1 36" I` FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 5 x 2.75 x 0.067 (4500) 4 Pin 2" cc Connector 3 x 1.625 x 0.75 -0.085 (C35 -T) Steel = 55 ksi Max Static Cap. = 79121b. Stress = 15% Steel = 55000 psi Stress = 51% Stress = 91% (level 1) Max stress = 15% (level 1) HORIZONTAL BRACE Max stress = 51% (level 1) 2.25 x 1 - 0.067 Stress = 48% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 58% (panel 1) Base Plate Slab & Soil Anchors Steel = 36000 psi Slab = 6" x 4000 psi Hilti Kwik HUS -EZ ESR -3027 3.25 in. x 5 in. x 0.135 in. 1 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 2.16 in. Min. Embed. Moment = 0 in -Ib. Stress = 1% Slab Bending Stress = 23% (S) Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 50% Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMI INC MATERIAL HANDLING ENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 9 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206 20 COMPONENTS AND SPECIFICATIONS Configuration 7: TYPE WI U 1.7 Analysis per section 2209 of the 2015 IBC S. = 1.44 F = 1.0 1=1 V,,,s = 621 lbs. Ps,q,. = 5100 lbs. Levels: 2 Panels: 3 S, = 0.54 ],= 1.5 SDC = D I T,an� = 1656 lbs. P,.e Smur = 1633 lbs. 36" 144" Load per Level 5000 Ibs 42 t 46" 42" N 5000 lbs 12" 'r `� si. 108" FRONT VIEW 42" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 25% (level 2) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 17% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 24% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 58% Max stress = 58% (level 1) 4 Pin 2" cc Connector Stress = 10% Max stress = 10% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 621 in -lb. Stress = 6% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 12% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 Ibs. Anchor stress = 17% TYPE W 1 a OK by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMI' -_- INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 10 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 8: TYPE W2 U 1.7 Analysis per section 2209 of the 2015 IBC Sr = 1.44 F = 1.0 1= 1 V b = 1000 lbs. Prep,;, = 8200 lbs. Levels: 4 Panels: 3 Load per Level Si = 0.54 t = 1.5 SDC = D i�.,�,,,r = 2668 lbs. Pse,.,", . = 5413 lbs. 4000 lbs \ \ S-- -- 34" 4000 Ibs 36" S— \ 29" 4000 lbs 144" 29" 4000 lbs 42" 52" 42" \ \ \ 12" `i. * 108" FRONT VIEW 42" i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 84% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 56% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 77% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 47% Max stress = 47% (level 1) 4 Pin 2" cc Connector Stress = 22% Max stress = 22% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchorsiplate Moment = 12000 in -lb. Stress = 18% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 26% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 66% TYPE W3 & W4 OK by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMIC MATERIAL HANDLING ENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 11 CALCULATED BY: tchane DATE: 2/7/2018 PROJECT#: 20180206_20 COMPONENTS AND SPECIFICATIONS Configuration 9: TYPE WH2 U 1.7 Analysis per section 2209 of the 2015 IBC S = 1.44 F = 1.0 1= 1 Vim = 931 lbs. Ps,o, = 7650 lbs. Levels: 3 Panels: 3 S..'i = 0.54 t; „. = 1.5 SDC = D r;. ag. = 2484 lbs. Ps�,S,,, = 5184 lbs. Load per Level - 5000 lbs \ - 144" \ 44" S-- 5000 lbs -4 t�„ 36" 44" 5000 lbs 42" 50" \ \ 42" 12" 108" FRONT VIEW 42" --$ SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 3 x 0.81 -0.085 (C36) Steel = 55000 psi Stress = 88% (level 1) HORIZONTAL BRACE 2.25 x 1 - 0.067 Stress = 52% (panel 1) DIAGONAL BRACE 2.25 x 1.5 - 0.067 Stress = 71% (panel 1) 5 x 2.75 x 0.083 (3500) Steel = 55 ksi Max Static Cap. = 8714 Ib. Stress = 58% Max stress = 58% (level 1) 4 Pin 2" cc Connector Stress = 28% Max stress = 28% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 6.5 in. x 0.375 in. 2 anchors/plate Moment = 5833 in -lb. Stress = 13% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 24% (S) Hilti Kwik HUS -EZ ESR -3027 0.5 in. x 2.16 in. Min. Embed. Pullout Capacity = 1664 lbs. Shear Capacity = 1791 lbs. Anchor stress = 79% TYPE WH1 is ok by simple review. Seizmic Analyzer version 20180118 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthonv carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 12 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 Loads and Distribution: TYPE Al ELn Determines seismic base shear per Section 2.6 of the RMI & Section 2209. of the 2015 IBC. - # of Levels: 5 SDC: D Rw (L): 6 Pallets Wide: 2 Wpl: 25000 lbs Rw (T): 4 Pallets Deep: 1 Wdl: 500 lbs Fa: 1 Pallet Load: 2500 lbs Total frame load: 25500 lbs Ss: 1.44 Ie: 1 Fv: 1.5 Si: 0.54 Tl: 1 Tt: 0.5 Base Shear: i%re.ma = (C, • Ip, • ((0.67 • NPI) + N D,)) Per RMI 2012 2.6.2 Longitudinal: 1%„„g = (0.09 • 1 • ((0.67 •25000 lbs) + 500 lbs)) = 1,552 lbs Transverse: = (0.24 • 1 • ((0.67 • 25000 lbs) + 500 lbs)) = 4,140 lbs n _ WJ1 f=V EWH. Longitudinal Transverse Level h, w 14), h, f w w,h, f 1 6 5.100 30.600 277 5.100 30.600 416 2 24 5.100 122.400 130.77 5.100 122.400 381.95 3 42 5.100 214.200 228.85 5.100 214,200 668.41 4 60 5,100 306.000 326.92 5.100 306.000 954.87 5 108 5.100 550.800 588.46 5.100 550.800 1718.77 1.552 lbs 4.140 lbs SEIZMI' MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 13 CALCULATED BY: tchana DATE: 2/7/2018 PROJECT#: 20180206_20 LRFD BASIC LOAD COMBINATIONS TYPE Al 2015 IBC& RMI / ANSI MH 16.1 I Tran = 4,140 Ibs I LO,O = 1,552 lbs PL = Product Load * 0.5 =12,500 lbs DL = Dead Load / 2 = 250 Ibs Basic Load Combinations I. Dead Load = 1.4D + 1.2P (1.4 • 250) + (1.2. 12.500) = 15,350 2. Gravity Load = 1.2D + 1.4P + 1.6L + 0.5(L, or S or R) (1.2.250) + (1.4. 12,500) + (1.6.0) + (0.5 • 0) = 17,800 Sd. = .96 EL = Seismic Load = 7,820 Ibs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5 W) + 1.6(L, or S or R) (1.2 •250) + (0.85 • 12,500) + (0.5 • 0) + (1.6 • 0) = 10,925 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W+ 0.5(L, or S or R) (1.2 • 250) + (0.85 • 12,500) + (0.5 • 0) + (1 • 0) + (0.5 • 0) = 10,925 5. Seismic Load = (1.2 + 0.2SDS)D + (1.2 + 0.2SDs)(3P + 0.5L + pE + 0.2S ((1.2 + (0.2 0.96)) • 250) + ((1.2 + (0.2 • 0.96)) • 0.7. 12,500) + (0.5 •0) + (1 • 7.820) + (0.2 • 0) 20,348 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W (0.9 • 250) + (0.9 • 12,500) + (1 • 0) = 225 7A. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SD5)(3P + pE ((0.9 - (0.2 • 0.96)) • 250) + ((0.9 - (0.2 • 0.96)) • 1 • 12,500) + (1 • 7,820) = 16,847 7B. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDs)(3P - pE ((0.9 - (0.2 • 0.96)) • 250) + ((0.9 - (0.2 • 0.96)) • 1 • 12,500) - (1 • 7,820) = 1,207 For a beam Only : D = 321bs. P = 2,5001bs. I = 312Ibs. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.41 (1.2.32)+(1.6.0)+(0.5.0)+(1.4.2.500)+(1.4.312) = 3,975 ASD LOAD COMBINATIONS FOR SLAB ANALYSIS 1. (1 + 0.105SDS)D + 0.75[(1.4 + 0.14S013P + 0.7pE] = (1 + 0.105 • 0.96) • 250 + 0.75[(1.4 + 0.14 • 0.96) • 0.7 • 12.500 + 0.7 • 1 • 7.820] = 14,450 2. (1 + 0.14SDs)D + (0.85 + 0.14SDA3P + 0.7pE = (1 + 0.14. 0.96) • 250 + (0.85 + 0.14. 0.96) • 0.7 . 12,500 + 0.7 • 1 • 7.820 = 14,371 3.D+P = 250 + 12,500 = 12,750 PROJECT: Floor & Decor SEIZMIG FOR: Unarco anthonv cario ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 14 MATERIAL HANDLING ENGINEERING CALCULATED BY: tchang DATE: 2/7/2018 EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT#: 20180206_20 LONGITUDINAL ANALYSIS TYPE Al This analysis is based on the Portal Method. with the point of contra flexure of the columns assumed at mid -height between beams. except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base for pinned condition. where the base plate cannot carry moment). MconnR = Mconnc = "Com conn = ((/NuPpe, + MLowe) l 2) "Ends V or = i Lnng / # of columns = 776 lbs MBo„ = 1552 in -lbs ko„, = ((Vcol • h,) - MBase (776 lbs x 4 in) -1552 in -lbs = 1552 in -lbs B i/ii/1/1///i/i/i/i FRONT ELEVATION Levels hi fi Axial Load Moment Beam End Moment Conn Moment 1 6 139 12.750 1.552 3,596 7.241 2 18 65 10.200 5,738 3.596 9.039 3 18 114 7,650 5.149 3.596 8.230 4 18 163 5.100 4,119 3.596 9,186 5 48 294 2.550 7.062 3.596 7.127 SEIZMIC INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 15 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 COLUMN ANALYSIS TYPE Al ( Level 1 ) Analyzed per RMI, AIS1 2012 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) K •L IR = 1.7.4/1.23 = 5.52 Az•L IR, = 1 •42/1.12 = 37.47 KL/Rm = 37.47 = (r2+r2+x2)1/2 x o = (1.232+ 1.1222+-2.912)1/2 = 3.35 in. 13 = 1 - (x0 l r0)2 = 1 - (-2.91 / 3.35)2 = 0.25 F 1 = 112E / (KL / r)2 =/ 3.142. 29500 / 37.472 =207.412 ksi FEZ = (1 / 2R)((o + 6r) - ((6ex+ 61)2 - (4136,x61))1/2) = (1 / (2 • 0.25)((9566.39 + 8648.35) - ((9566.39 + 8648.35)2 - (4 • 0.25 •9566.39. 8648.35))1/2) = 4863.268 ksi where: 6 = 112E/(KL/R)2 eS = 3.145 •z295b0 / 37.472 = 9566.393 ksi 61 = 1 / Ar02(GJ+ (D2EC„) / (K1L1)2) = 1 / 0.83 • 3.352(11300 • 0.0019 + (3.142.29500.2.82) / (0.8 • 4)2) = 8648.346 ksi F = Min(Fel, Fe2) = 207.412 ksi Pr, =Aor•F = (F,,1 F,)112 = (55/207.412)1/22 = 0.515 Since k0< 1.5, F = (0.658^QL,2)) • F = 49.222 ksi Thus P,, = 33,401 Ibs PQ = P„ • � = 28,391 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2.95 x 3 x 0.81 -0.085 SECTION PROPERTIES Depth 3 in. Width 2.95 in. 0.083 in. Radius 0.125 in. Area 0.826 in^2 AreaNet 0.731 in^2 Ix 1.255 in^4 Sx 0.851 in^3 Sx net 0.814 in^3 Rx 1.233 in. ly 1.038 in^4 Sy 0.612 in^3 Ry 1.121 in. .1 0.002 in^4 Cw 2.819 in^6 Ix 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky 1 Ly 42 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.92 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb I Ctf 1 Phib 0.9 Phic 0.85 SEIZMIC INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthonv carlo 17601 Southcenter Tukwila. WA 16 tchang 2/7/2018 20180206 20 COLUMN ANALYSIS TYPE Al ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (Section C3.1.2) Pao = Pn„T, = 37,321 • 0.85 = 31,723 Ibs. Where Pn„ = A,F, = 0.68 • 55 = 37,321 lbs. M = M = SI, = Sm. F Fe = Cbr A(6,36)1r2 / Sf = 29584.28 ksi F = CsAa,x(j + C»22 + r02(6, / 6,X))1/2) / (CTFS) = 12370.13 ksi F, = (Cb1I2Ed1v,) / (S/(K,L ,)2 = 604.05 ksi F. . = 604.05 ksi Since. F,>= 2.78F 3, F, = (S, / S, i. e. Fe = F = 55 ksi reduced F ,f. = 1 - ((1 - Q) l 2) • (F l F)° • F = 52.8 ksi M x = 42,990 in-Ibs MA = 38,691 in-Ibs Al, = 32,335 in-Ibs M 1�9 = 29,101 in -lbs P = 112EI l (K,Lr)2 = 7,902,193 Ibs P = 112E11,1 (KL)2 = 171,308 lbs M = M .mfn = (1 - ($P l P„)) = 1 = (1 - (4),P / P,)) = 0.93 P„ = (1.2+0.2Sd0•D+(0.85+0.2Sds)•PP = 13370 Ibs M„ = M = 1552 in -lbs R_sr = (1.2 • D) + (1.4 • P) = 17800 Ibs Pm, I P = 17800 / 28391 = 0.63 Static Stress = 62% Since. P„/P„>0.15 Stress 1 = P / P + M l (0bM ) + M l (4bMn ,) ((13370/21#,391)+(1552/ 'A.691)+(1 /29,101)) = 51% Stress2 = ((13370 / 31 725) + C(6 78 /155 ? 3A,691C• 0.999)))b+ 0 a$ 5 • 1 / 29,101 • 0.934))) = 45% Stress3 =(1.2+0.2Sr�,S)D+(1.2+0.2SU,S)(3P+0.5L+pE+0.2S/P„„ 20348 / 31,723 = 64% ColumnStress = Max(Stressl, Stress2, Stress3, Static) = 64% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5.2.2-2) (Eq C5.2.2-1) 2.95 x 3 x 0.81 -0.085 SECTION PROPERTIES Depth 3 in. Width 2.95 in. 0.083 in. Radius 0.125 in. Area 0.826 in^2 AreaNet 0.731 in^2 Ix 1.255 in^4 Sx 0.851 in^3 Sx net 0.814 in^3 Rx 1.233 in. ly 1.038 in^4 Sy 0.612 in^3 Ry 1.121 in. J 0.002 in^4 Cw 2.819 in^6 Jx 3.143 in. Xo -2.907 in. Kx 1.7 Lx 4 in. Ky 1 LI; 42 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.92 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -I Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMIG MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-09S9 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 17 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BEAM ANALYSIS TYPE Al Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 21- 2r = 1.7 - (2 • 0.067) - (2 • 0.25) = 1.07 in. w/t = 1.066 / 0.067 = 15.91 X = (1.052 / k1/2) • (w/t) . (F, / E)1/2 = (1.052 / 2) • 15.91 • (55 / 29500)1/2 = 0.36 X <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = F. • (y3 / y2) = 55 * 2.3 / 2.62 = 48.35 ksi f2(tension) = F • (y, /y2) = 55 * 2.06 / 2.62 = 43.31 ksi 'I' =-(f2/f) = -(43.31/48.35) = -0.9 Buckling coefficient k = 4 + 2 • (1 -'P)3 + 2 • (1 -'I') =4+2(1 --0.9)3+2(1 --0.9) = 21.42 Flat Depth w = yl + y3 = 2.06 + 2.3 = 4.366 w/t = 4.366/0.067 = 65.16 w/t < 200: OK = (1.052 / k1"2) • (w/t) • (f / E)112 = (1.052 / 2) • 65.164 • (48.35 / 29500)1/2 = 0.6 b1= w• (3-'I') = 4 • (3 - -0.9) = 17.01 b2=w/2=2.18 bl + b2 = 17.01 + 17.01 = 19.19 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (II / 2) • (r + t / 2) = (II / 2) • (0.25 + 0.067 / 2) = 0.445 Lf = effective width = 1.066 C = 2 • La IL +2•L = 2• 0.445 / 1.066 + 2 • L = 0.4552 m = 0.192 • (F„/ F3)- 0.068 = 0.192 • (70 / 55) - 0.068 = 0.1764 B� = 3.69 • (F,/F)-0.819 • (F,/F)2- 1.79 = 3.69•(70/55)-0.819•(70/55)22-1.79 = 1.58 Fu/Fy =70/55 = 1 >=1.2=OK r/t = 0.25 / 0.067 = 3.731 <= 7 = OK F„a = B,,•F„/(r/t)'" = 1.58.55/(3.731)'" = 69 Fa yap = C • Fa + (1 - C) • F3, = 0.455 • 69 + (1 - 0.455) • 55 = 61 Fva-bottom = F _rap•Yg/(4-Y,,g) = 61 •2.38/(5.0-2.38) = 56 5 x 2.75 x 0.067 Top flange width C = 1.7 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.067 in. Radius r = 0.25 in. Fy = 55 Fu = 70 Yl = 2.06 Y2 = 2.62 Y3 = 2.3 Ycg = 2.38 Ix = 3.02 Sx= 1.15 E = 29500 FBeam F = 400 Beam Length L = 96 INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 18 CALCULATED BY: tchana DATE: 2/7/2018 PROJECT#: 20180206_20 BEAM ANALYSIS TYPE Al Check Allowable Tension Stress for Bottom Flange nange_eoi = B - (2 • r) - (2 • t) = 2.75 - (2 • 0.25) - (2 • 0.067) = 2.12 Cbottom = 2 • Le l (L/nge-bot + 2 • Lv) = 2 • 0.445 / (2.12 + 2 • 0.445) = 0.296 Fv-button, = Cbotto,n • F,o + (1 - cotton) • F„ = 0.296 • 69 + (1 - 0.296) • 55 = 59.11 Fyn = F for = 61.32 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMl, PT II) Check Bending Capacity MCenter =$'M = W•L•S2•Rn,I8 52 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4 • 0.125 • PL) l PL For DL = 2% of PL: S2 = 1.2.0.02+1.4+1.4.0.125 = 1.6 Rd,= 1-((2•F•L)I(6•E•I+3•F•L)) = 1 - ((2 • 400 • 96) / (6 • 29500 • 3.02 + 3 400 • 96)) = 0.88 I)•M = 4)•F„•S = 66.93 in -kip W = •M •8•(4ofBeams) /(L•Rd, •CI) = (66.93.8.2)/(96.0.88.1.6) = 7912 Ibs/pair Check Deflection Capacity Ami = Ass • Rd Amax = L / 180 Rd = 1-(4•F•L)l(5•F•L+10•E•I1 = 1-(4.400.96)/(5.400.96+10.29500.3.02) = 0.86 AS = (5•W.L3)/(384•E•1) L l 180 = (5 • W • L3 • Rd) / (384 • E • 1 • (# of Beams)) W= (384•E•I •2)/(180.5•L22•Rd) = (384 • 29500 • 3.02 • 2) / (180 • 5 • 962 • 0.86) • 1000 = 9598 lbs/pair 5 x 2.75 x 0.067 Top flange width C = 1.7 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.067 in. Radius r = 0.25 in. Fy = 55 Fu = 70 Y1 = 2.06 Y2 = 2.62 Y3 = 2.3 Ycg = 2.38 Ix = 3.02 Sx = 1.15 E = 29500 FBeam F = 400 Beam Length L = 96 SEIZMI' INC MATERIAL HANDLING ENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila, WA 19 tchang 2/7/2018 20180206 20 Mane=W/2 / 8 Allowable and Actual Bending Moment at Each Level Mnow.stanc id ouow.sianc 121 8 M seismic=Mconn Al llow.seismicS Fb Level Katie M lm,nstaric Mesmic M Irowseismlc Result 1 30,576 47.472 3.621 47,472 Pass 2 30.576 47.472 4,520 47.472 Pass 3 30.576 47,472 4,115 47,472 Pass 4 30.576 47,472 4.593 47,472 Pass 5 30,576 47.472 3.564 47,472 Pass SEIZMIC INC MATERIAL HANDLING ENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthonv carlo 17601 Southcenter Tukwila. WA 20 tchang 2/7/2018 20180206 20 BEAM TO COLUMN ANALYSIS TYPE Al 1. Shear Strength of Pin Pin Diameter = 0.438in. F = F = 54000 psi Ab = d2•1114 = 0.15 in Pn = Ab • F = 8136.391bs Ps,„, = $Pn = 0.75 • Pn = 6102 Ibs AISI Table E3.4 -1 AISI Table E3.4 -1 2. Bearing Strength of Pin Column Thickness to = 0.08 in Since d/ to < 10 C = 3 mf = 1.0 F, = 65000 psi Pn = C•mf•d•te•F, = 7089.03 lbs PBep„ng = �P = 0.75 • 7089.03 = 5316 Ibs 3. Moment Strength of Bracket Edge Dist. = 1 in. Trp ==0.179in. Seri = = 0.127 in.3 = Se • F = 6985 in-Ibs MStreng;h = (1)Mn = 0.9 • M = c = 2.15 d = Edge Dist./2 = 0.5 in. AlStrength= c d • 10 dip Perp = Mst,eng;h / (c • d) = 5837 Ibs Minimum Value of P1 Governs 0.9 • S. . AISI E3.3.1 -1 AISI C3.1.1 -1 = 6286.5in-lbs F = Min(PShear” PBeanng• PChp) = 5316 Ibs MC„, -Allot (P,•6.5)+(P1.(4.5/6.5)•4.5)+(P1•(2.5/6.5)•2.5)+(131•(0.5/6.5)• 0.5) = 56431.38 in-Ibs 3 3 P1 P2 PS P4 INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthony carlo 17601 Southcenter Tukwila. WA 21 tchang 2/7/2018 20180206 20 BRACE ANALYSIS TYPE Al (Panel 1) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) K •L / R = 1 •46/0.92 = 50.07 h�•L,/R1, = 1 •46/0.49 = 94.83 ICL / R max = 94.83 L„ = (I.2 + r 2 + 02)112 = (0.922+ 0.492 + -1.032)1/2 = 1.46 in. [3 = 1 - (x0 / r„)2 = 1 - (-1.03 / 1.46)2 = 0.5 F,1.= 112E l (KL / r)„,„„2 =//3.142.29500 / 94.832 = 32.379 ksi F,2 = (1 / 2Q)((6ex + 6r) - ((6ex + 6r)2 - (4[3(50.6,))112) = (1 / (2 •0.5)((116.16 + 19.89) - ((116.16 + 19.89)2 - (4 • 0.5 • 116.16 • 19.89))1/2) = 18.211 ksi where: 6 = 112E/(KL /R)2 e: = 3.14 • 29500 / 94.832 = 116.158 ksi 6r = 1 / Aro2(GJ+ (1-12EC,,,) I (K,L,)2) = 1 / 0.34 • 1.462(11300 • 0.0005 + (3.142 • 29500 • 0.06) / (0.8 • 46)2) = 19.894 ksi F = Min(Fel, Fe2) =18.211 ksi = Aef•F„ = (F,IF)112 = (36/18.211)1/2 = 1.406 Since 7` < 1.5, F„ = (0.658^(X„2)) • F = 15.739 ksi Thus P„ = 5,274 lbs P„ = P„ • 4)0 = 4,483 lbs (Eq C3.1.2.1-7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2.25 x 1.5 - 0.067 SECTION PROPERTIES Depth 2.25 in. Width 1.5 in. 0.067 in. Radius 0.101 in. Area 0.335 in^2 AreaNet 0:335 in^2 Ix 0.283 in^4 Sx 0.251 in^3 Sx net 0.251 in^3 Rx 0.919 in. Iy 0.079 in^4 Sy 0.076 in^3 Ry 0.485 in. J 0.001 in^4 Cw 0.063 in^6 Jx 1.518 in. Xo -1.033 in. Kx 1 Lx 46 in. KY 1 Ly 46 in. Kt 0.8 Fvv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMI' INC �. MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor linarco_anthony carlo 17601 Southcenter Tukwila. WA 22 tchang 2/7/2018 20180206 20 BRACE ANALYSIS TYPE Al (Panel 1) Analyzed per RM1. AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (Section C3.1.2) Pao = Pna�o = 12.064 • 0.85 = 10,254 lbs. Where F,, = AeF. = 0.34 • 36 = 12,064 lbs. Mc =Mn = = c c m+n c Fe = Cbr oA(6e1.6)112 / Sr = 93.86 ksi Fe = C 96e .(j + CS(j2 + o2(6e / (3eX))1 /2) l (CT.,S) = 18.05 ksi Fe = (CbTI2Ed1„) / (Sf(K)L})2 = 97.16 ksi Fe m;,, = 18.05 ksi Since, F <= 0.56F F = F = 18.05 ksi reduced F eff = 1 - ((1 - Q) l 2) • (F l F)° • F = Mnx = 4,550 in -lbs AI = 1,377 in -lbs M �b = 4,095 in -lbs Mv0b = 1,240 in -lbs PE, = 112E41 (K L)2 = 38,912 lbs PE., = 112E13,1 (K„L,,)2 = 10,856 lbs Max Pa = 5,274 lbs = 2,484 lbs I Trans LDiag = ((L - 6)2 + (D - 2B)2)1I2 = 46.86 in. i D;ag = (17.ans • LDiag) / D = 3880.13 lbs. Brace Stress =i � ag / P, = 74% 18.1 ksi M=Morin (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.2.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) 2.25 x 1.5-0.067 SECTION PROPERTIES Depth 2.25 in. Width 1.5 in. t 0.067 in. Radius 0.101 in. Area 0.335 in^2 AreaNet 0.335 in^2 lx 0.283 in^4 Sx 0.251 in^3 Sx net 0.251 in^3 Rx 0.919 in. ly 0.079 in^4 Sy 0.076 in^3 Rv 0.485 in. .l 0.001 in^4 Cw 0.063 in^6 Jx 1.518 in. Xo -1.033 in. Kx 1 Lx 46 in. Kv 1 Ly 46 in. Kt 0.8 Fvv 36 ksi Fuv 42 ksi Q I G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthonv carlo ADDRESS: 17601 Southcenter Tukwila, WA SHEET#: 23 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 TYPE Al Assumed cracked concrete application Anchor Type 1/2" dia, 2.16" hef, 5.5" min. slab ICC Report Number ESR -3027 1.5 • hef = 3.24 in. Slab Thickness (h) = 6.000 in. Ca, = 12 useCC, od = 3.24 in. Min. Slab Thickness (hm;) = 5.5 in. Cat = 12 useCazad] = 3.24 in. Concrete Strength (f) = 4000 in. Diameter (d) = 0.5 in. 3 • he = 6.48 in. Nominal Embedment (hnom) = 3 in. Effective Embedment (hef) = 2.16 in. Si = 6.5 in. useS, ad/ = 6.48 in. Number of Anchors (n) = 2 S2 = 0 in. useS2 adJ = 0 in. e'N = 0 e'V =0 From ICC ESR Report ASe = 0.161 sq.in. faro = 112540 psi S = 3 in. mm C = 1.75 in. mrn Cay = 3.67 in. = N/A p.cr Tension Capacity = 2219 lbs 0.75 Shear Capacity = 2389 lbs 0.75 AVC ha t�� ►T1 ►T! ►� 1.5cat St 1.5cat Adj. Strength 1664 lbs 1791 lbs c MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco_anthonv carlo 17601 Southcenter Tukwila, WA 24 tchang 2/7/2018 20180206 20 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 TYPE Al Steel Strength = 0.75 = OnAsPura = 0.75 • 2 • 0.161 • 112540 = 27,178 lbs Concrete Breakout Strength 4)Ncbg = 0.65 p `1Nc = (Cal.odj + `SJ,adj + 1.5170) • (Ca2.adj + S2.adj + 1.Shef) = 83.981 sq.in. AN = 9h,f2= 41.99 sq.in. Check if ANa„ > AN, ANS / ANc, = 2.0 ec.N = 1 edN = 1 `Pc,N = 1 = 17 = I Rb = k2,a(f)o.5(hef)1s = 3,413 Ibs Y'cpN = 1 4)N bg = Nc l ANco)( ec.N„..N)(11' N)( „p.N)(N) 0.65 • (83.981 / 41.99) • 1 . 1 • I . 1 . 3413 = 4,437 Ibs Pullout Strength ON „ 4) = 0.65 kcp = 1 ON = N/A Steel Strength (OAT„) = 27,178 Ibs Embedment Strength - Concrete Breakout Strength (4)N,99) = 4,437 Ibs Embedment Strength - Pullout Strength (4)A) = N/A 17.4.1 17.3.3. a i 17.4.1.2 17.4.2 17.3.3 b 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 17.4.2.2 d 17.4.2.7 17.4.2.1 17.4.3 17.4.2 17.4.3.6 17.4.3.1 MATERIAL HANDLING ENGINEERING EST, 1983 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Floor & Decor FOR: Unarco anthonv carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 25 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 TYPE Al Steel Strength 4) i s, 1 sa = 9245 / Anchor -- per report = 0.65 OVSa = 4)n • V = 0.65 •2 •9245 = 12,019 Ibs 17.5.1 17.3.3. Condition a ii 17.5.1.2a Concrete Breakout Strength 4i cbg 17.5.2 = 0.7 17.3.3 Condition b i Ay -c = (1.5C 1 + SLaal + 1.5C „,)ha = 254.88 sq.in. AVco = 3CQ,ha = 216 sq.in. Check if AVco > AVc AVc / AVco = 1.18 = 1 17.5.2.5 = 0.9 17.5.2.6 = 1 17.5.2.7 'Ph.r• = 1.732 17.5.2.8 d0 = 0.5 in. 17.5.2.2 = 0.5 in. 17.2.6 = 1 The smaller of 7(I / d)02(d )° 5A,00 and 92.p(f )0.5,,,1.5 17,437 Ibs 17.5.2.2 a, 17.5.2.2 b 4)1bbg = 4)(AVc / AVco)(11ec.v)(1%, OOP, v)(‘Ph.v)(V) 17.5.2.1 0.7 • (254.88 / 216) • 1 • 0.9 • 1 • 1.732 • 17,437 = 22,453 Ibs Pryout Strength 4)i 5 17.5.3 = 0.7 17.3.3 Condition b K = 1 17.5.3.1 �n N bg = 6,826 Ibs O i ,pg = 41KcpNthg = 0.7 • 1 • 6826 = 4,778 Ibs Steel Strength (01c,) = 12,019 lbs Embedment Strength - Concrete Breakout Strength (4) 1 Vbg) = 22,453 lbs Embedment Strength - Pryout Strength (0V,pg) = 4,778 Ibs SEIZMI' INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Floor & Decor Unarco anthony carlo 17601 Southcenter Tukwila, WA 26 tchang 2/7/2018 20180206 20 OVERTURNING ANALYSIS TYPE Al Per RMI Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack w/ every level loaded 67% capacity. & Top Loaded only EVERY LEVEL LOADED TO 67% CAPACITY. FULLY LOADED Wpr = 250001bs. War = 5001bs. fl7pi • 67% = 25000.0.67 = 167501bs. i T,Qns = (2/3 • 1 • 1.44 • 1 • ((0.67 • 16750) + 500)) / 4 = 2813Ibs. •Per RMI 2012 2.6.9 M v, = i �. • Ht = 2813 • 84 = 236292 in -lbs M, = E(Wpr + Wdi)•d = (16750 + 500) • 36 = 310500 in-Ibs P„p,rf = 1 • (Mow - AI.,) / d = (236,292 - 310.500) / 36 = -2,061 Ibs (P „on <= 0) = no uplift PMae�awn = 1 • (Mov, + M) / d = (236.292 + 310,500) / 36 = 151881bs TOP SHELF LOADED Shear = 1320 Ibs Mo„, = I ion, • Ht = L320 • (108 + ((48 - 10) / 2)) = 167640 in-Ibs = E(Wpi + Wai)•d = (5000 + 500) • 36 = 99000 in-Ibs P„pnh = 1 • (M - M,) / d = (167.640 - 99.000) / 36 = 1,906 Ibs ANCHORS No. of Anchors : 2 Pull Out Capacity : 1664 Ibs Shear Capacity : 1791 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded = ((0 / 2) / 1664) + ((2813 / 4)) / 1791) = ((1906 /2)/ 1664) +((1320 /4))/ 1791) Seismic UpLift Critical (LC#7B) = ((0 / 2) / 1664) / 1 P uplift CROSS AISLE ELEVATION = 0.39 = 0.76 = 0 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco_anthonv carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 27 CALCULATED BY: tchang DATE: 2/7/2018 PROJECT#: 20180206_20 BASE PLATE ANALYSIS TYPE Al The base plate will be analyzed with the rectangular stress resulting from the vertical load P. combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are using in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol * h/2 (full fixity) Mb is the smallest value obtained from these three criteria. Fl, = 36000 psi = 12750 lbs MBase = 1552 in -lbs P/A = Paar / (D • B) = 12750 lbs / (8 •6.5) = 245.19 psi fb = MBase l (D • B2 / 6) = 1552 / (6.5 • 82 / 6) = 22.38 psi /52 =f •(2•b,IB) = 22.38•(2.2.53/8) = 14.13 psi fbl = f fb2 = 22.38 - 14.13 psi = 8.25 psi Mb = wb12/2 = (b,2/2)•(fa+fb/+0.67.42) = (2.532 / 2) • (245.19 + 8.25 + 0.67 • 14.13) = 837.97 in -lbs SBas, = (B • t2) / 6 = 0.19 sq.in. Fes,,, = 0.75 • F = 27000 psi f / Fb = Mb / (SBQve • F,„„) = 837.97 / (0.19.27000) = 0.17 b1 b b bt Plate width B 8 in. Plate depth D 6.5 in. Plate thickness t 0.375 in. Column width b 2.95 in. bl 2.525 in. — 1b2 — 1b1 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 7985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Floor & Decor FOR: Unarco anthony carlo ADDRESS: 17601 Southcenter Tukwila. WA SHEET#: 28 CALCULATED BY: tchane DATE: 2/7/2018 PROJECT#: 20180206_20 TYPE Al SLAB AND SOIL ANALYSIS (LRFD) P,,,m = Seismic Load (see Basic Load Combinations) = 20348 Ibs = 7.5 • (4.)112 = 474 psi d, req'd = (Pm� / ($ • 1.72 • ((k,. • 1-11 e) • 104 + 3.6) • f,'))ll2 = 3.184 in. b = (e, • d, req'cP l (12 • (1 -p2) • k))1t4 = 21.105 in. b, req'd = 1.5 • b = 32 in. Pn = I.72[(k • r1 / e) • 104+ 3.6] • f,' • t2 = 1.72[(50 • 3.61 / 3604996) • 104+ 3.6] • 474 • (6)2 = 120424 lbs P,= 4 • Pa = 0.6 • 120424 = 72255 Ibs P l P = 0.28 max a SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2. ASD Load Combo 3) = 14450 Ibs ff. = 7.5 • (f )112 = 474 psi P = 1.72[(k • r, / e) • 104+ 3.6] •,/,' • t2 = 1.72[(50 • 3.61 / 3604996) • 104+ 3.6] • 474 • (6)2 = 120424 Ibs d, req'd = (Pma l (4) • 1.72 • ((k,• r, l e) • 104 + 3.6) •f))112 = 3.184 in. b = (e, • d, req'd3 / (12 • (1 - p.t2) • k))1/4 = 21.105 in. b, req'd = 1.5 • b = 32 in. Pa = P,/S2 = 120424 /3 = 40141.44 P„,„„/ Pa = 0.36 Base Plate Width B Depth W Frame 8 in. 6.5 in. Frame depth d 36 in. Concrete Thickness t 6 in. fc 4000 psi 0.6 S2 3 7v 1 ks 50 r, 3.61 e,, 3604996 Soil f iI 1500 psf March 08, 2018 City of Tukwila Department of Community Development VANESSA MASELL 355 UNION BLVD - SUITE 301 LAKEWOOD, CO 80228 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0039 FLOOR & DECOR - 17651 SOUTHCENTER PKWY Dear VANESSA MASELL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seaVstamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please specify specific storage rack anchor bolts. Specify special inspections. This information shall be noted on the plan details sheet. 2. Identify emergency lighting for this section of racking. If other racking is existing, please specify and indicate on the plan. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D18-0039 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 -PERMIT COOED COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0039 DATE: 05/16/18 PROJECT NAME: FLOOR & DECOR SITE ADDRESS: 17651 SOUTHCENTER PKWY Original Plan Submittal Revision # Response to Correction Letter # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: �J twO 4-46 Building Division Public Works ❑ i fr? Fire Prevention Structural 041% Planning Division Permit Coordinator IIII PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) REVIEWER'S INITIALS: DATE: 05/17/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/14/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD GON PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0039 DATE: 03/16/18 PROJECT NAME: FLOOR & DECOR SITE ADDRESS: 17651 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building pvision Public Works V -2---t Fire Prevention Structural El Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/22/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 04/19 /18 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 ° PERMIT COORD CQW6 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0039 DATE: 02/26/18 PROJECT NAME: FLOOR & DECOR SITE ADDRESS: 17651 SOUTHCENTER PKWY X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: k tAs\f‘ Building Divi ion Public Works ❑ AM A-wC. 3�8 Fire Prevention Structural Planning Division ❑ Permit Coordinator El PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 02/27/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/27/18 Approved ❑ Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: "' 1 U _AL Departments issued corrections: Bldg Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PROJECT NAME: SITE ADDRESS: PERMIT NO: b1oo39 RIGINAL ISSUE DATE: Lt— 30—/0 REVISION LOG REVISION NO. DATE RECEIVED STAFF INIALS ISSUED DATE STAFF INITILS Summary of Revision: v �� 4 r,k-4- >rnn`[i 4-o -1_ Received by: Received efiele.7 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: • please prin REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: • please print City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /6 - doi Plan ChecWPermit Number: O Response to Incomplete Letter # ❑ Response to Correction Letter # [✓� Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: floor 4 Zeieert Project Address: / 7�,5 �d '( w 7'w'4,,,19918 J Contact Person: g/Xe Ve/vc - Phone Number: 7 6 ✓ ^2(9 U - ?9 9 Summary of Revision: Ae Ye CP F%oor /an sAdiv, n" 1 JQ regi arnaS oP a4r.c orY ✓1 RECEIVED CITY OF TUKWILA MAY 16 2018 PtRMVUT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Centers by: Entered in TRAKiT on ' 1 (o -( W:\Permit Center (Brenda)\Forms\Permit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: VI( Plan ChecWPermitNumber: 263 ❑ Response to Incomplete Letter # [� Response to Correction Letter # ❑ Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner O Deferred Submittal # Project Name: FIr r i Oeco(' Project Address: I7& jou, 4; hCeY er pkwy Contact Person: VatneSSo Mosel) Phone Number: (72d) S - 43 � Summary of Revision: eSilo ne t -o c ..orre \or\ Wer RECEIVED CITY OF TUKW MAR 2 1 2018 PERMIT Sheet Number(s): "Cloud" or highlight all areas of revision including date of revsion Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center (Brenda)WormsTermit Center Documents (Word)\Revision Submittal Form.doc Revised: August 2015 Pi/v J & J SERVICE SOLUTIONS LLC0 Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries Page 1 of 2 Search L&I A -Z Index help M}- 1,& .1 Workplace Rights Trades & Licensing J & J SERVICE SOLUTIONS LLC Owner or tradesperson Principals NICKLAUS, JEFFREY J, PARTNER/MEMBER MOREY, JEFFERY A, PARTNER/MEMBER Doing business as J & J SERVICE SOLUTIONS LLC WA UBI No. 603 477 986 1820 FRANKLIN ST COLUMBIA, PA 17512 717-449-5153 Business type Limited Liability Company Governing persons JEFFREY J NICKLAUS JEFFERY MOREY; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties Steel Erectors License no. JJSERJS826J6 Effective — expiration 04/27/2018— 04/27/2020 Bond Philadelphia Indemnity Ins Co Bond account no. PB0A109900144 $6,000.00 Received by L&I Effective date 04/27/2018 04/24/2018 Expiration date Until Canceled Insurance Ohio Security Ins Co Policy no. BKS1957706233 $1,000,000.00 Received by L&I Effective date 04/27/2018 02/05/2018 Expiration date 02/05/2019 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. U5-0 act gsav Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603477986&LIC=JJSERJS826J6&SAW= 4/30/2018 TYPICAL BRACE TO COLUMN CONNECTION 3/4" 10 GA THK. 31/4" USE AT 72" & 96" TALL UPRIGHT FRAMES USE AT 120" & 144" TALL UPRIGHT FRAMES (2)-4 BASE PLATE 1A,)- COLUMN BASE PLATE COLUMN (1) ANCHOR REQ'D PER BASE PLATE U @ ALL LOCATIONS U.NO. (2) ANCHORS REQ'D PER BASE PLATE 28 @ ALL LOCATIONS U.NO. (4) ANCHORS REQ'D PER BASE PLATE 28 @ TYPE S3 ONLY (3) ANCHOR 2 1/4" 4Ai HORIZONTAL & DIAGONAL BRACE 21 /4" s 1 1/2" HORIZONTAL & DIAGONAL BRACE TYPICAL BEAM TO COLUMN CONNECTION I-1 9/16" r.� 7 GA. USE AT ALL LOCATIONS UNLESS NOTED OTHERWISE 9/16",, 'S. 0 7 GA. 5B = USE AT 96" WIDE BAYS (5" BEAMS) 5C = USE AT 108" WIDE BAYS (5" BEAMS) 6A1 CONNECTOR 5A 3 BEAM 72" 42" 72"H FRAME DETAIL 12" & 36" SIDE VIEW • TYP 1 6B CONNECTOR 5BB 5C 5" BEAM 93" 42" 96"H FRAME DETAIL 36" & 42" SIDE VIEW TYP /-1 1/2" 13/16" 12GA. - - 2 1/4" VARIES i 1 1/2' 1 1/8" ATTACH W/ (2) 1/2"0 BOLTS 9/16" ROW SPACER (ALIGNMENT PURPOSE ONLY) 0 42" 42" 120"H FRAME DETAIL 36" & 42" SIDE VIEW SEE DRAWING 18-0253-B FOR STORAGE RACK ELEVATIONS TYP GENERAL CONFIGURATION 144"H FRAME DETAIL 144" 6" & 42" SIDE VIEW TYP NOTES: 1. DESIGNED PER SECTION 2209 OF THE 2015 IBC. Fa = 1.0 &Ss = 1.44 SEISMIC DESIGN CATEGORY: D 2. STORAGE CAPACITY: TYPE Al = 5,000# PER LEVEL. TYPE A2 = 5,000# PER LEVEL. TYPE A3 = 2,400# PER LEVEL. TYPE S1 = 5,000# PER LEVEL. TYPE S2 = 5,000# PER LEVEL. TYPE S3 LVL 1-4= 2,400# PER LEVEL. TYPE S3 LVL 5-7= 5,000# PER LEVEL. TYPE T1 (36"W) = 2,400# PER LEVEL. TYPE Ti (96'W) = 4,000# PER LEVEL. TYPE T2 = NO LOAD. (DISPLAY ONLY) TYPE DT1 = NO LOAD. (DISPLAY ONLY) TYPE DT2 TYPE W1 TYPE W1(A) TYPE W2 TYPE W4 = NO LOAD. (DISPLAY ONLY) 5,000# PER LEVEL. 5,000# PER LEVEL. = 4,000# PER LEVEL. = 5,000# PER LEVEL TYPE WH1 = 5,000# PER LEVEL. TYPE WH2 = 5,000# PER LEVEL. 3. STEEL: ASTM A1011 FOR SHAPE Fy = 55,000 PSI GRADE 55. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILT! HUS EZ. 6. ANCHORS SHALL BE INSTALLED PER ICC #ESR-3027. 7. CONCRETE: 6" THICK x 4,000 PSI. 8. SUB GRADE REACTION: 50 PCI. ,L STATEMENT OF SPECIAL INSPECTIONS PERIODIC SPECIAL INSPECTION IS REQUIRED DURING THE INSTALLATION OF ANCHORS, PER ICC ESR3027 SEPARATE REQUIRED 0Q Mach:,r.,cal ,Electrical CI Plumbing L�J Ga.s F', City0i FILE °� � Perm. No. Cb' Plan review approval is subject to errors and omissions. Approval of construction documents doos not au(I prize the violation of any adopted codo cr ordin aca. Ro; `ipt of approved Field I and co .ditio Is is ucc got' ;uc d: By. City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED �� MAY 188 City of TLikwila BUILDING DIVISION REVISIONS No changes shall ho -,.P .-, io rho onp of work witho: t pro, ; •i Tukv;�ila B ROTE: Revisens �'.'/t and may i' I �� STORAGE RACK FRAME ELEVATIONS qFUISION RECEIVED CITY OF TU KW I L A MAY 16 2010 PERMIT CENTER DESCRIPTION ADDED NOTE >- 0 co Lu SLR EIZMIMM EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 TeI.(909)869-0989 DRAWN BY: P.O./T.C. DATE: 02/08/18 LAST REV. BY: REV. DATE: TYPE: UNR SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2020 DESCRIPTION: STORAGE RACK DETAILS DRAWING NUMBER: 18-0253-A SOLID AREA DENOTES 1216 WALL 4YGd CASED -OPENING-- SHADED AREA DENOTES KNEE WALL CUSTOMER RV 687SOFT 0 ES ED UN IA. TAR IA7 IAx IAa TO MAIN ENTI tom. iI NilJOEiI : o ro NM/ •poi I,ee AMA RAur NEW FOR ALL STEEL FR 4T FLEVAl1ON VFW GRANITE, PATTERNS. AMBLE. LEDGERS. TRAVERTDE, SLATE 81 estlIWN A FOOT PLATE DRRHSICNS 8UU. NOSE pSPLAY. TEE DISPLAY T1 ice III it FRONT ELEVATION NEW LAMINATES ENGIFEEREI RAMROD, TUER OUCH, S ANUNFINI W3 VARIOUS 4616 WRRML • • aO+Arl LpeD LA / I I / •4030 $ 14 �4AYi i Sli0 T /ICI Il FRONT ELEVATION NEW WALL TILE WT1 VARIOUS ER°NT A FVAMII N M MOUTS, FLOOR PREP. SNORER Rms. FLOOR WARNING. SHOVER ACGFSSCVES Al RGYT AFVARON MFW GRANITE. PATTERNS YARBIi. LEDGERS TRW.ERRIRIE S2 VARIOUS We A1RA w a is max 1 B' 0' 4Ne PJAMNIXT FREM FTFVATW VFW � TSF� W RING. P SNORER ACCE550WE5 A2 41.646111 60666 N WAT ( • eAiwNrecuT 4661 4N'aT arEW � 1Ig.El�' NneN . er o eUN Awe flimanwe N-.r F RAN ERDMIJILEXAIXOLYUL 0E0O wALL s3 li r J4 NW. 60.06 e141 M1DWLL EBCmr 4TFVATION VFW UNEAR (NZA(s4MMADERLAYMENT. W1NG(x)E TIER) FBQ14T 1LEVATON yaw LAMINATE. ENO@4EERE0, BAMBOO, MIER CLICK, SOLIDS, BUTCHER BLOTAL. END CAPS AND UNFINISHED W4 VARIOUS 4NX TATDFALL �.. r ms utL,LI 4,1RAT / I I / NeMIEN. NM WWII 9I4 fti tear'. / I I Bantu FIFVAREN NEW WALL TILE FRONT ELEVATION NEW ADUAWIN4D. Hump% WATER RESISTANT BN480D/EN4NEERED.DURA W X W5 FRONT FuvATON MFIE WAREHOUSE PRODUCT CUSTOMER STORAGE AND WH1 DT1 T E/PVA FREW AFVAR94 NEW GRO TT AMINES, TOOL.. DispYS A3 VARIOUS 4N4 MpNL RG1NT FIEVATNIN NEW CSFLAT BB1 VARIOUS FRONT ELEVATION NEW DECO TILE CSPLAT DT2 FRONT AEVAR9 MEW FLOOR R DECOR ExPRESS FUTURE DISPLAY EXP1 FRONT AEVAININ MEW ACJAGUARO, N0004C WATER RESISTANT BA11800/ENCNEEREO,RLRAU 4 W8 LBTX4T n FVA1414 VE.W CUSTOMER SPROADL�IC4 AND WH2 4 d Q Q z 0 U w 0 } SEIZMIC V EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, CaIlfornia 91724 TeL(909)869-0989 DRAWN BY: P.O./T.C. REVIEWED 'OF CODE COWL PL 4.N APPROVE D MAY 18 2C11{ City of Tukwi a R Bj;:1.14 Q G DIVISI It sJF •I ioii,WiLA MAY 16 2010 PERMIT CENTER MILESTONES REVISIONS NOTES DATE DRANK BY DESCRIPTOR 1) xXXX.xx xxx xxxxXxx)OIXXXX DATE DRAWN BY DESCRIPTION 1) X/ID7/87 xxX XX7KxXXXxxXXXXXXXj)DC APPR!! VE! F ' ERC ISI G 4APP VE F 199 RACKING PERMIT PLAN TUKW A, STORE ADDRESS F&D CONSTRUCTION PROJECT MANAGER ISSUE DATE 05.11.18 DRAWN BY LJOHNSON REVISED DATE REVISED DATE REVISED BY REVISED BY SCALE: CUSTOM REGION PACIFIC 17601 SOUTH CENTER PARKWAY TUKWILA, WA98188 BOB WUNSCH RobertMunsch@flooranddeoor.com TYPE OF CONST. TYPE G.O. DATE 08,21.2018 MIN. CLG. HT. XX' PROJECT ARCHITECT INFORMATION F&D PROJECT SPECIALIST AI-mewsewl, Zald zaid@sre380.com SRA360 5450 E High Street, Sults 200, Phoenlx, Az 85054 CLINT GRIFFN CIinLGriffin@flooranddacoccom CHARLYJOSEPH Chady.Joseph@floorand DAT : 02/01/18 GB REV. BY: P.O. REV DATE: 05/15/18 TYP : SC E: N.T.S. AP 'D BY: SAL E. FATEEN EXPIRES 04-12-2020 DESCRIPTION: LAYOUT SEISMIC TYPE X I CROSS RUNNER 8' 8" MAIN RUNNER HORIZONTAL RESTRAINT SHALL BE EFFECTED BY FOUR No.12 GA E :2.05MM WIRES SECURED TO THE MAIN RUNNER WITHIN 2 IN. (51 MM) OF THE CROSS RUNNER INTERSECTION AND SPLAYED 90 DEGREES FROM EACH OTHER, AT AN ANGLE NOT EXCEEDING 45 DEGREES FROM THE PLANE OF THE CEILING THESE HORIZONTAL RESTRAINT POINTS SHALL BE PLACED 12FT (3.7 M) CENTER IN BOTH DIRECTIONS, WITH THE FIRST POINT WITHIN 4FT (1.2M) FROM EACH WALL. ATTACHMENT OF THE RESTRAINT WIRES TO THE STRUCTURE ABOVE SHALL BE ADEQUATE FOR THE LOAD IMPOSED. THIS HORIZONTAL RESTRAINT IS NOT REQUIRED FOR ROOM SIZES LESS THAN 400 SQFT ( 37.2 SQM) WHERE SURROUNDING WALLS CONNECT DIRECTLY TO THE STRUCTURE ABOVE. OSUSPENDED CEILING SEISMIC DETAIL SCALE: 1 1/2" = 1'-0" 7,-11" 12'-0" SUPPLEMENTAL 12GA. HANGER WIRE AT EACH CORNER OF FIXTURE GHT FIXTURE-20LBS OR LESS ATTACH LIGHT FIXTURE TO CEILING GRID ACT PANEL ®ACT - LIGHT FIXTURE ATTACHMENT SCALE: 1 1/2" = 1'-0" /2" DIA. EYELET SCHOOL 2GA. HANGER WIRE MIN. 3 TIGHT FULL TURNS IN 3" AT END OF WIRE RUNNER ®ACT - HANGER WIRE TIE DETAIL SCALE: 1 1/2" = 1'-0" 12 GAUGE HANGER WIRE PERIMETER SUPPORTS. TWO ALTERNATIVES: 1) 12 GA. HANGER WIRE ANCHORED TO STRUCTURE ABOVE AND HUNG VERT. +/- 10DEG. A MAX. OF 8" FROM THE PERIMETER WALL 2) 12 GA. HANGER WIRE ANCHORED TO PERIMETER WALL ATTACHMENT TO GRID MAY BE WITHIN 8" FROM THE WALL- ATTACHMENT WIRE MUST NOT EXCEED A 1/16 SLOPE (10 DEG.) ACT - PERIM. WIRE TIE DETAIL SCALE: 1 1/2" = 1'-0" 8-/180A ME1AL 5055 4-110 TN SCREWS AT EACH SND 0111-R5E010N 3 5/8' STUD BLOCNMO BETWEEN EACH STUD 5/8" DRYWALL (1YP.) 5/B" DR1'MPLL (IYP.) BAST INSULATION (ISP.) 87180A METAL STUDS 0 l8" 0.C. (TYP.) 10-9" T.O. STUD ®GYP. BD. CEILING DETAIL SCALE: 1 1/2" = 1'-0" CLG. HEIGHT SUPPLEMENTAL 12GA. HANGER WIRE AT EACH CORNER OF FIXTURE DIFFUSER ATTACH AIR TERMINAL TO CEILING GRID ACT PANEL OACT - AIR TERM. ATTACHMENT DETAIL SCALE: 1 1/2" = 1'-0" SPACE BAR, OR OTHER SUITABLE SYSTEM TO KEEP PERIM. COMPONENTS FROM SPREADING APART (REGARDLESS OF LENGTH WIDTH) ZONE 2 TREATMENT OF CROSS RUNNERS, MAIN RUNNERS, AND WALL CLOSURES AT TERMINAL ENDS ®ACT - HANGER WIRE PERM. DETAIL 2 SCALE: 1 1/2" = 1'-0" 10'- X. 46,-11 z„ LAY -IN LIGHT FIXTURES < 10 LBS ONE WIRE TO STRUCTURE (MAY BE SLACK) 10 LBS - 50 LBS TWO TIRES TO STRUCTURE (MAY BE SLACK) > 50 LBS SUPPORTED DIRECTLY TO STRUCTURE WITH APPROVED HANGERS LIGHT FIXTURE NOTE AIR TERMINALS <20 LBS POSITIVE ATTACHMENT TO GRID 20 LBS - 50 LBS TWO WIRES TO STRUCTURE (MAY BE SLACK) > 50 LBS SUPPORTED DIRECTLY TO STRUCTURE 43'-0" 2/A102--- 12'-1z" 51-81" 1-4' 5'-81z 91-0„ y1-0' 7'-2 REFLECTED CEILING PLAN SCALE: 1/16" = 1'-0" CONTRACTOR SHALL BE RESPONSIBLE FOR RECEIVING, INVENTORY, STORAGE, INSTALLATION AND WARRANTY OF ALL OWNER FURNISHED LIGHTING AND CONTROLS MATERIALS. CONTRACTOR SHALL COORDINATE SHIP DATES AND OTHER REQUIREMENTS WITH VENDOR. UNUSED FIXTURES MUST BE PALLETIZED AND RETURNED TO VENDOR PRIOR TO THE C of O. ACOUSTICAL CEILING SEISMIC NOTES 1. PER IBC WEIGHT LIMIT IS 2.6 LBS. 9 PROVIDE STABILIZER BARS AT ALL PERIMETER ENDS OF TEES TO 2. VERTICAL HANGER WIRES REQUIRED AT 4'-0" 0.C. (12 GA.). PREVENT SPREADING 3 MAX. PLUMB OF HANGER WIRES IS 1:6 MAX. 10 LIGHT FIXTURES SHALL BE MECHANICALLY ATTACHED TO GRID 4. PARTITIONS MAY NOT BE ATTACHED TO THE CEILING GRID. 11 LIGHT FIXTURES SHALL BE ATTACHED TO STRUCTURE. 5 MAIN RUNNERS MAY BE INTERMEDIATE OR HEAVY DUTY 12 AIR TERMINALS SHALL BE ATTACHED TO STRUCTURE OR GRID- SEE 6. MAIN RUNNER AND CROSS TEE CONNECTION STRENGTH DETAILS THIS SHEET MIN. IS 80 LBS. 13 PROVIDE 3/8" CLEARANCE ON ALL SIDES OF SPRINKLER HEADS OR 7 PERIMETER ANGLE SHALL BE EQUAL TO OR GREATER THAN OTHER PENETRATIONS FOR SPRINKLER 7/8" WIDE HORIZ. 8. PERIMETER CLEARANCE AT WALL ANGLE AND WALL IS 3/8" TO MAIN TEES AND CROSS MEMBERS. REFLECTED CEILING PLAN NOTES 1. THE SALES FLOOR CEILING WILL BE OPEN TO DECK. ALL MECHANICAL, ELECTRICAL AND PLUMBING PIPING, CONDUITS, DUCTWORK, AND HANGING SYSTEMS FOR THESE ITEMS, ARE TO BE PAINTED WHITE WITH IMTH DRYWALL PAINT. ALL EXPOSED STRUCTURAL, JOIST GIRDERS, BAR JOIST, BEAMS, AND DECKING THAT WILL REMAIN EXPOSED ARE TO BE PAINTED WHITE (PT-2). 2. BREAKROOM CORRIDOR, VESTIBULE CEILING TO BE 2'-0" X 2'-0" ACOUSTICAL CEILING TILE SYSTEM WITH 2'-0" X 2'-0" LAY -IN FLUORESCENT LIGHTING. 3. RESTROOMS CEILING TO BE 5/8' GYPSUM BOARD OVER 8" METAL STUDS (w/ FLUSH MOUNTED FLUORESCENT LIGHTING BOXES) SEE R DETAIL 5(A102). 4 CASH ROOM CEILING TO BE 5/8" GYPSUM BOARD OVER SECURITY MESH ON 8" METAL STUD FRAMING (FLUSH MOUNTED FLUORESCENT LIGHTING BOXES) 5. FOR INTERIOR FINISHES SEE FINISH SCHEDULE NOTES ON SHEET AB00. 6. SEE ELECTRICAL SHEETS AND VENDOR'S MANUFACTURER'S INFORMATION FOR LIGHT FIXTURE TYPES AND HANGING DETAILS. ALL SALES AREA HIGH BAY FLUORESCENT FIXTURES ARE TO BE MOUNTED AT 18'-0" AF.F. UNLESS NOTED OTHERWISE. 43, 0" 47,0" ,,......._ - --_-t2- r �e.__ ro.. Y __- - - 1-0a 15-0 S 1''�0" ' � 15`-0'_. ._. 15-0 15`-0'r 29'-0" 29'-0" 29'-0' 29'-0" 15' 0" \xT/\/ KXXX>_f <X; zr <XXX> /> X X> <XXX> <XXX> X> <XXX> KXXX/ V\/v\/\ <X/\X> --t KXXX/ KXXX/ <XXX> XX> <XXX> <XXX> KXXX/ <XXX> <XXX> <X>J YX"< KXXX ' <XXX> 1 <XXX> XX Xn> 4 <XXX> <XXX> <XXX> <XXX> <XXX <XXX> <XXX> <XXX> <XXX> XXX> T� < X><> \7\ <X<XXXXX> > <X/\/0 I' fXX>> <X7r /A302 <XXX> <XXX> ✓\/vv\ d \/N"" <XXX> 29 0 <XXX> <XXX> </<<XX><X>X> :'XXX><> <XXX> <X>X> <XXX> <X 'X>i <XXX> <XXX> %V\/\✓\ \/\/\X/1 <XXX> >\ <XXX>l <XXX> <X> <X> K><> <XXX> XXX <xX><> <XXX> <XXX> <XXX> <XXX> <XXX> KXXX/ KXXX/ '<XXX> 5'-0" 55'-3 DE v b -�0 tgSI ao 00 0� 08 o P 80,0" NORTH RCP LEGEND nSNORKEL HATCH AND ROOF t-"7 ACCESS LADDER GYPSUM WALL BOARD TrACT -ACOUSTICAL CEILING TILE 2,0" X 2,0" X Al2 Al2E SUPPLY AIR DIFFUSER RETURN AIR GRILLE EXHAUST AIR GRILLE LED FIXTURE LED FIXTURE EMERGENCY B/U BATTERY (REFER TO E002 FOR LOCATION) A24 A24E A30 A30E d2 Q1 CWI LED FIXTURE LED FIXTURE EMERGENCY BM BATTERY (REFER TO E002 FOR LOCATION) LED FIXTURE LED FIXTURE EMERGENCY B)U BATTERY (REFER TO E002 FOR LOCATION) 2X2 LED FIXTURE 4FT SURFACE CEILING MOUNTED LED FIXTURE 4FT SURFACE WALL MOUNTED LED FIXTURE LED MOTION LIGHT (1e3DW LED FIXTURE LED EXTERIOR FIXTURE DOCK LIGHT FIXTURE LED EXTERIOR WALL WASH FIXTURE LED EXTERIOR WALL WALL FIXTURE •P/D POWER/DATA DROP ( V ) MED LED EMERGENCY FIXTURE -RED LEI IERING LED EMERGENCY FIXTURE -RED LETTERING LED EMERGENCY )j FIXTURE -RED LETTERING I ■1 LED EXTERIOR EGRESS WALL PACK : STRUCTURAL FOR ALTERNATIVES TO DIAGONAL BRACING OF PARTITIONS, DUE TO HEIGHT OF EX STING STRUCTURE ABOVE. 19-1" L- 10'- 15'-0" 15'-0" �./\7\7 AS AS L5_0/0.c. 2s ./\/1'/1:S.!: IGN CENTER 22'-11 -1511..5 10 3L" NOTE: CEILING CLIPS ON ALL CEILING GRIDS/TILE (TY AT VESTIBULE, COMMON AREAS OFFICES, ETC.) JANITOR 115 SQFT EXPOSED 31 SQFT EXPOSED1 141 SOFT 0 ENLARGED OFFIC SCALE: 3/16" = 1'-0" B DIS' & BUILD RM 118 144 SOFT XPOSED CORRIDOR 1 108 145 SQFT 9,-0. MEN'S 05 23 SQFT 9-0, EAK ROOM 9I 83 SQFT 9,-0" C RRIDOR2 111 ✓ 163 SQFT 9'-0" VAULT 112 70 SQFT 9'-0" SH ROOM 113 I 70 SQFT 9,_0, DASHED LINE INDICATES E*TENT OF SECURITY MESH IN WALL AND CEILING, REFER T t WALL TYPE 6 & A ON A700 TRAINING 110 44SQFT Vi WED FOR C.MPLIANC $IAY 8 23i3 UtcI Y+ o1 ROVED Tukwi► SAKE REINDERSMA ARCHITECT 5450 E. High Street, Suite 200 Scottsdale, Arizona 85054 p: 480.515.5123 f: 602.513.7193 www.sra360.com a) L U 0 (/) 1 RE CEP! .f ,,ITY OF `i iiKW:LA MAY 16 2C13 tERMIT CENTER Y date: 09/06/2017 issued for: FOR PERMIT revision date: no.: 1 OWNER REVISION 08-28-17 job no.: 17-027 sheet title: RCP TYPICAL BRACE TO COLUMN CONNECTION PICAL BEAM TO COLUMN CONNECTION `A 3/4" 10GATHK. 3 1/4" USE AT 72" & 96° TALL UPRIGHT FRAMES BASE PLATE COLUMN f1 9/16' USE AT ALL LOCATIONS TYP1/8' UNLESS NOTED OTHERWISE USE AT 120" & 144" TALL UPRIGHT FRAMES BASE PLATE COLUMN 1 9/16"-r' 0 0 7GA.i� 5B = USE AT 96" WIDE BAYS (5" BEAMS) 5C = USE AT 108" WIDE BAYS (5" BEAMS) �A CONNECTOR ,\_5�A3" BEAM 72" 42" 1 6B CONNECTOR K5_13A ) 5" BEAM SLAB ON GRADE 3} SOIL 1 /2"0 ANCHOR i`=11 JI=11_II--II,,II'n11nIr iT (1) ANCHOR REQ'D PER BASE PLATE 2A @ ALL LOCATIONS U.NO. (2) ANCHORS REQ'D PER BASE PLATE 2B @ ALL LOCATIONS U.NO. (4) ANCHORS REQ'D PER BASE PLATE 26 @ TYPE S3 ONLY ANCHOR f-1 1 /2" 12 GA. 13/16" 1- 2 1/4" VARIES • 1 1/2" ATTACH W/ (2) 1/2"0 BOLTS 1 1/8" 09/16" ROW SPACER (ALIGNMENT PURPOSE ONLY) 4A HORIZONTAL & DIAGONAL BRACE GENERAL CONFIGURATION �61 72"H FRAME DETAIL 12"&36" 1' SIDE VIEW TYP 93" 1 42" 96"H FRAME DETAIL 36"&42" SIDE VIEW TYP 120" f 42" 42" 120"H FRAME DETAIL 6" & 42" SIDE VIEW SEE DRAWING 18-0253-B FOR STORAGE RACK ELEVATIONS P 144"H FRAME DETAIL 36" & 42" 144" 36" 42" 42" 1 SIDE VIEW SEPPAFil\TE PERMIT R. QUIRFD FOR: VKlachanical l3'giectncal I�PJumbIng as Piping City of Tukwila BUILDING DIVISION REVISIONS No changes shall bo made to the scope of work without prior approval of Tuk!.vila Building Division. OTE: Revisions will require a new plan submittal and may include additional plan review fees. TYP STORAGE RACK FRAME ELEVATIONS 2 1 /4" 1 1:/2" HORIZONTAL & DIAGONAL BRACE NOTES: 1. DESIGNED PER SECTION 2209 OF THE 2015 IBC. Fa = 1.0 & Ss = 1.44 SEISMIC DESIGN CATEGORY: D 2. STORAGE CAPACITY: TYPE Al = 5,000# PER LEVEL. TYPE A2 = 5,000# PER LEVEL. TYPE A3 = 2,400# PER LEVEL. TYPE S1 = 5,000# PER LEVEL. TYPE S2 = 5,000# PER LEVEL. TYPE S3 LVL 1-4= 2,400# PER LEVEL. TYPE S3 LVL 5-7= 5,000# PER LEVEL. TYPE T1 (36' W) = 2,400# PER LEVEL. TYPE T1 (96"W) = 4,000# PER LEVEL. TYPE T2 = NO LOAD. (DISPLAY ONLY) TYPE DT1 = NO LOAD. (DISPLAY ONLY) TYPE DT2 = NO LOAD. (DISPLAY ONLY) TYPE W1 = 5,000# PER LEVEL. TYPE W1(A) = 5,000# PER LEVEL. TYPE W2 = 4,000# PER LEVEL. TYPE W4 = 5,000# PER LEVEL. TYPE WH1 = 5,000# PER LEVEL. TYPE WH2 = 5,000# PER LEVEL. 3. STEEL: ASTM A1011 FOR SHAPE Fy = 55,000 PSI GRADE 55. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILTI HUS EZ. 6. ANCHORS SHALL BE INSTALLED PER ICC #ESR-3027. 7. CONCRETE: 6" THICK x 4,000 PSI. 8. SUB GRADE REACTION: 50 PCI. 1� STATEMENT OF SPECIAL INSPECTIONS PERIODIC SPECIAL INSPECTION IS REQUIRED DURING THE INSTALLATION OF ANCHORS, PER ICC ESR3027 FILE COPY Permit No. t) I O 7 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 agprcvodf ieidCop $nn ndi#iDnsJsacknowledged: By: Date: City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED I IAR 2 7 2010 City ofMimi!I' kIL( rit>i4 4IV/I.b1(3 RECEIVED CITY OF 2 1 TUKWILA� MAR 20 3 PERMIT CENTER RTION T R # CC o0-28 WWco W< U CC ooD O C1 J pl— f!I DESCRIPTION ADDED NOTE >- d a CO cc SEi EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 TeI.(909)869.0989 DRAWN BY: P.O.jr.C. DATE: 02/08/18 LAST REV. BY: REV. DATE: TYPE: UNR SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2018 DESCRIPTION: STORAGE RACK DETAILS DRAWING NUMBER: 18-0253-A MILESTONES a°4 bt'_K T-0' ,1'-C T-0 ,t-o• r-b• fx-0• r. ,Yd r. 1Y-Y Y-? 1Y4' Y-0 1Y-0• T-0• tY-Y _ - — ' a n M _ 11- I ' -- — — — _ 1111 I l 1 _ T_Y Y_IY -8' : 1 I 1 I 1 I I I I 1 I Ic 1 � I .. 1 ( 1 1 1 (V tr-r 1 ,J.o• 1e•-0. 1Y-2' ,r-e tto ,.-0' � lv� I 1 1 1 I I Iif I I 1 1 1 �1 ,P 8-0. tt-Y xr-r, Ir-0 u-t m-T ( ( Tl t.'-r (O r1T-Y 1 I I I � n ¢ 1U-p• ,L,iBth.lj542) 12172�J)-8/E�1) 1,112,E 1) I5120(S)-B/30 z �I 1 I 1 ti 1 1 1 1 .1F Y b 7372dYV9%iE('i } f I 1 , Y I I-1 1 1 1 1 1 1 1 1 1 1 1 Ib 1t-0• tY-0' te-0' ,t-4' tY-Y 11-0• tbd }, I 1 IF - Q \/1 rnf b-Y I ■ ix • f{-tl' 90•-Y 11'-Y 1 iii II ' , 77x .+i.:F3 ''..• ,, .1 I:: 1Y-A T� ' 1 ► 11 i 1 I �����—� '00.INS RAT 1111 N ". Illlllllllllllllllllll' I II �I Ild-Y� II — SAp xY_{• 1 1 1 iI � fY-T <-b` b_Y �1 T I II I N 1,_„• � .. <5> <9 <9 E If Y ....... SeA Y-T u � HISOLID ➢� AREA DENOTES I2'ht 1)0 WALL x.-1' p o z.•-,• 1 1f �M U IL11 ILl1 JY-a• 1 x{•-e• >r_". T I-« �Qiji { 1 in 4'wd CASE I I I PRO • t a''- H K Y I I 1 � mm I '� b � •°°s �- COMMAND DESK OPENING IMEDIUMI Te �alail {_pI I{ yOOUN1ERTe�fe i ®I » T-o- ON' t$ Y 1s xb p I 1 •m (.o. I P DESIGN CENTER h >t $ SHADED AREA DENOTES KNEE WALL CUSTOMER P/U 687 SOFT ' 4) b7 §11 1 111 2,645 SOFT i e i1� ��� 1 I Il I III ° o '" ,, III 1111 r-�'-� 0 8'wd AREA FOR SLAT WALL REVISIONS DATE DRAWN BY DESCRIPTION DATE DRAWN BY DESCRIPTION VARIOUS FSQdT ELEVATION VIEW GROUTS, FLOOR PREP, SHOWER PANS, FLOOR WARMING, SHOWER ACCESSORIES Al FRONT ELEVATION NEW GRANITE, PATTERNS. MARBLE, LEDGERS. TRAVERTINE, SLATE S1 FRONT ELEVATION NEW BULL NOSE DISPLAY, TILE DISPLAY T1 UNDERLAYMEHT STORAGE FRONT ELEVATION NEW ZAMMA/UNDERLAYMENT, MOLDINGS (DOUBLE TIER) W1 FRONT ELEVATION NEW LAMINATES, ENGINEERED, BAMBOO, TIMBER COCK, SOLIDS AND UNFINISHED W3 NOTES 1) 01.22.15 LLJ ISSUED PERMIT PLAN 1) X/XX/XX XXX XXXXXXXXXXXXXXXXXXXX APDROV APDROV ID =OR -D FOR V -RC S A\D SI\G VARIOUS FRONT ELEVATION NEW GROUTS, FLOOR PREP, SHOWER PANS, FLOOR WARMING, SHOWER ACCESSORIES A2 FRONT ELEVATION NEW GRANITE, PATTERNS, MARBLE, LEDGERS, TRAVERTINE S2 FRONT ELEVATION NEW TILE ENDCAP DISPLAY T2 0B' x 3' S SEAM(FAONT 5140 WATERFALL 108* x 5• BEAM BULKORAGE PALLET ST 5242 WATERFALL, 108x 5' BFAM(RFAR 05101 FRONT ELEVATION NEW LINEAR ZAMMA/UNDERLAYMENT, MOLDINGS SINGLE TIER) FRONT ELEVATION NEW LAMINATES, ENGINEERED, BAMBOO, TIMBER CUCK, SOLIDS, BUTCHER BLOCK, END CAPS AND UNFINISHED W4 FRONT ELEVATION NEW GROUT ADDITIVES, TOOLS, DISPLAYS A3 15-1` FRONT ELEVATION NEW WALL TILE AND STONE SOLUTIONS S3 FRONT ELEVATION NFW WOOD ACCESSORIES W2 FRONT ELEVATION NEW WAREHOUSE PRODUCT AND CUSTOMER STORAGE WH1 VARIOUS 4638 WATERFALL 96. X5' BEAM ' 4436 WATERFALL o 01 FRONT ELEVATION NEW DISPLAY BB1 08 TOP CHANNEL BEAM BSBOTTOM CHANNEL BEAM FRONT ELEVATION NEW DECO TILE DISPLAY DT1 FRONT ELEVATION NEW DECO TILE DISPLAY DT2 REVIEWED FOR OE E COMPI ANC FLOOR & DECOR ,P6�R �,tgls F� r1 EXPRESS FIXTURE DISI?LAY FRONT ELEVATION NEW WAREHOUSE PRODUCT AND CUSTOMER STORAGE WH2 RACKING PERMIT PLAN STORE ADDRESS F&D CONSTRUCTION PROJECT MANAGER City of Tukwila G.IIIXLIS1.G RECEIVED CITY OF TUKWILA W-s 2 i 2213 MUT CENTER Pi ISSUE DATE 01.22.18 DRAWN BY LJOHNSON REVISED DATE REVISED DATE REVISED BY REVISED BY SCALE: CUSTOM REGION PROJECT ARCHITECT INFORMATION F&D PROJECT SPECIALIST TYPE OF CONST. G.O. DATE MIN. CLG. HT. SEISMIC TYPE SHEET SIZE 2411x36" REV# P CC 0 co Ucrr LL! -o w� OS U cc Oo Joy LI- m a a 0 0 W SEIZMIC �I EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tel.(909)869-0989 DRAWN BY: P.O./T.C. DATE: 02/01/18 LAST REV. BY: REV. DATE: TYPE: SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2018 DESCRIPTION: LAYOUT NG NUMBER: -0253-B 11, 2017 — 10:32am oint\17601 Southcenter Pk 1 1 REMOVE EX ASPH%b FACILITATE `CONSTRUCTION OF NEW CURBED LANDSCAPE75'1 ISLANDS, SEESHEET C-1.0 (TYP) 03 CB T-I (7481) 12" CONC IE 211.59 (NW) 12" CONC IE 21.45 (SE) CB T-I (7407) RM 12" CONC IE 22.9525.70 NW 12" CONC IE 2 8" CCNC IE 2 -1.27.47 REMOVE EX PARKING LOT STRIPING (TYP) 42 REMOVE EX COLUMNS AND CANOPY ASHLEY FURNITURE 65,219 SF USABLE AREA 58,944 SF CB T-I (7453) RIM 12" CONC IE 22.185.46 (N CONC IE 22.05 (ESE 8" CONC IE 22.26 (W CONTRACTOR TO COORDINATE WITH NATURAL GAS U11UTY PROVIDER FOR GAS SHUT-OFF AND RELOCATION OF SERVICE METER. NOTE: IF VEHICLE TRACKOUT BECOMES AN ISSUE, MEASURES SUCH AS WHEEL WASH, SHAKER PLATES, OR OTHER APPROVED MEASURES SHALL BE IMPLEMENTED. CB T-I (Tjg) RIM 28.38 ti 12" CONC IE 20. " CONC IE 20.45 NE 1/4, NW 1/4, SEC.35, TWP.23N., RGE.4E., W.M. GRAPHIC SCALE 30 0 15 30 60 1 inch = 30 It, REMOVE tX - SDMH (7556) 28.48 CONCRETE CURB RIM 2 CONC IE 20.59 ((W 1 " ADS IE 19.93 (N) 18 IE 20.09 (S CB T-I (7115) .80 12" CONC IE 21.1112(NE 8" CONC IE 21.21 (WSW) ) FLOOR AND DECOR 88,784 SF USABLE AREA 86,337 SF FFE-27.60 120 Know what's below. CaII before you dig. 451 CUT, CAP, AND REMOVE EX 12" SD PRIOR TO REMOVAL OF UPSTREAM CATCH BASINS, SEE SHEET C-2.0 ROPOSED SD INFORM T1A 0 STORM DRAIN INLET PROTECTION (TYP) CB T-I (7497) RIM 23,59 8" CONC IE 21.53 (NW) 8" CONC IE 21.47 (W) REMOVE EX CONCRETE CURB COMPOST SOCK REMOVE EX PARKING LOT STRIPING (TYP) REMOVE EX WHEEL STOP REMOVE EX STAIRS EX WATER LINE TO BE REMOVED, SEE SHEET C-2.0 FOR PROPOSED WATER UNE INFORMATION 26 ' CB RIM 12" 12" CE RII 12 12 291) " I 4.85 \ .NC OI1C IE 2'I 1 .12 LEGEND REMOVE EX ASPHALT PAVEMENT REMOVE EX CONCRETE PAVEMENT SAWCUT EX PAVEMENT STORM DRAIN INLET PROTECTION PER WSDOT STANDARD PLAN 1-40.20-00 TEMPORARY CONSTRUCTION FENCE COMPOST SOCK RWRRM 1:1 EROSION CONTROL NOTES GENERAL NOTES 1. SAWCUT LINES SHOWN ON D-1.0 AND C-1.0 ARE FOR REFERENCE ONLY. CONTRACTOR SHALL SAWCUT EXISTING PAVEMENT AS NECESSARY TO INSTALL NEW CURBS AND TO MATCH EXISTING GRADES. 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO NE MOST CURRENT APPLICABLE LOCAL STATE, AND FEDERAL STANDARDS. 2. NE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT -LADEN RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE" BY THE CONTRACTOR CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. 3. NE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION AND THE SITE IS STABILIZED. 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. NE FLAGGING SHALL BE MAINTAINED BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 5. THE EROSION AND SEDIMENTATION CONTROL FACIU11ES SHOWN ON THIS PLAN ARE TO BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR 111E ANTICIPATED SITE CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY IN ORDER TO MAINTAIN WATER QUALITY. 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY NE CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL AND MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPTH. 7. AT NO 11ME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO NE TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT SITE. 8. NE CONTRACTOR PERFORMING NE WORK SHALL MAINTAIN A SET OF NE APPROVED CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. 9. IT SHALL BE THE RESPONSIBILITY OF NE CONTRACTOR PERFORMING NE WORK TO OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 10. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR WITHIN ALL PUBLIC ROADWAYS. 11. THE APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN" MUST BE IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER INFORMATION. 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN' THE EXISTING CONDITIONS AS NOTED ON THE PLANS. 13. MAXIMUM SLOPES SHALL BE 2.5:1 HORIZ: VERT FOR FILL SLOPES, AND 2.5:1 HORIZ: VERT FOR CUT SLOPES. 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4' IN HEIGHT REQUIRE A SEPARATE PERMIT. 15. ' ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE STABIUZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. 16. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE HYDROSEEDED, OR OTHERWISE STABIUZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH: DURING THE DRY SEASON (MAY 1 - SEPT. 30): 7 DAYS DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT NE TOP OF LONG, STEEP SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN NE FACE OF A CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (17) ABOVE. 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO 'HAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY REQUIREMENTS. NE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. SOIL AMENDMENT NOTE ALL SOILS IN DISTURBED AREAS THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A OR ENGINEERED AS STRUCTURAL FILL OR SLOPE MUST BE AMENDED WITH ORGANIC MATTER. AMENDED OILS MUST SPECIFICATIONS OF BMP T5.13, AS A PART OF PERMANENT SITE STABIUZA110 . REVIEWED FORCODE CCIVIPI_IANCE APPROVED MAR 2 7 201B *FOR CITY OF TUKWILA STANDA ESC NOTES SEE SHEET CV-1.1 City of Tukwila R4 4 ir. AwI+Lr1 s PROVED OCT 04 2017 City of Tukwila PUBLIC Works GYdin R MPLIANCE APPROVED OCT 0 6 2017 City of Tukwila BUILDING DIVISION DEC: 'G CITY OF TUKWILA AUG 11 2017 PERMIT CENTER I3irik.„s'uy�;.a'-�a:';3.xL"�''�a;�+x 5',.`.`,a',5,.,,.'r ws.. LRR 08/11/2017 PERMIT LRR wFF 10-298-006 1505 Westlake Ave. N. Suite 305 Seattle, WA 93109 T (206) 522-9510 F (206)522.8314 www.PAcLu+o.mn rS, FLOOR AND DECOR 17661 SOUTHCENTER PARKWAY TUKWILA, WA DEMOLITION AND ESC PLANECEIV CITY OF TU D-1.0 ED KWILA 1-L13 '1 2 LU11i PEFIMIT7 CROSS RUNNER MAIN RUNNER HORIZONTAL RESTRAINT SHALL BE EFFECTED BY FOUR No.12 GA E :2.05MM WIRES SECURED TO THE MAIN RUNNER WITHIN 2 IN. (51 MM) OF THE CROSS RUNNER INTERSECTION AND SPLAYED 90 DEGREES FROM EACH OTHER, AT AN ANGLE NOT EXCEEDING 45 DEGREES FROM THE PLANE OF THE CEILING THESE HORIZONTAL RESTRAINT POINTS SHALL BE PLACED 12FT (3.7 M) CENTER IN BOTH DIRECTIONS, WITH THE FIRST POINT WITHIN 4FT (1.2M) FROM EACH WALL. ATTACHMENT OF THE RESTRAINT WIRES TO THE STRUCTURE ABOVE SHALL BE ADEQUATE FOR THE LOAD IMPOSED. THIS HORIZONTAL RESTRAINT IS NOT REQUIRED FOR ROOM SIZES LESS THAN 400 SQFT ( 37.2 SOM) WHERE SURROUNDING WALLS CONNECT DIRECTLY TO THE STRUCTURE ABOVE. ®SUSPENDED CEILING SEISMIC DETAIL ®/ SCALE: 1 1/2" = 1'-0" SUPPLEMENTAL 12GA. HANGER WIRE AT EACH CORNER OF FIXTURE LIGHT FIXTURE-20LBS OR LESS ATTACH LIGHT FIXTURE TO CEILING GRID ACT PANEL A;i' ACT - LIGHT FIXTURE ATTACHMENT U SCALE: 1 1/2" = 1'-0" t-/2" DIA. EYELET SCHOOL 2GA. HANGER WIRE MIN. 3 TIGHT FULL TURNS IN 3" AT END OF WIRE RUNNER ®ACT - HANGER WIRE TIE DETAIL SCALE: 1 1/2" = 1'-0" 12 GAUGE HANGER WIRE PERIMETER 6 SUPPORTS. TWO ALTERNATIVES: 1) 12 GA. HANGER WIRE ANCHORED TO STRUCTURE ABOVE AND HUNG D• VERT. +/- 10DEC. A MAX. OF 8" ti FROM THE PERIMETER WALL 2) 12 GA. HANGER WIRE ANCHORED TO PERIMETER WALL ATTACHMENT TO GRID MAY BE WITHIN 8" FROM THE WALL- ATTACHMENT WIRE MUST NOT EXCEED A 1/16 SLOPE (10 DEG.) ©ACT - PERIM. WIRE TIE DETAIL SCALE: 1 1/2" = 6'/18GA METAL STUOS 4-110 1EK SCREWS AT EACH STUD DDERSECDON 3 5/8' STUD �►' �'•� BLOCKING BETWEEN EACH STUD 5/8" DRYWALL (8TP.) r�• 5/8' D BATT INSULATION MB) 6'/1ts' 80A D.a METAL !IUD o 0Y1'S) 01STUDa'-o^ . GYP. BD. CEILING DETAIL SCALE: 1 1/2" = 1'-0" SUPPLEMENTAL 12GA. HANGER WIRE AT EACH CORNER OF FIXTURE DIFFUSER ATTACH AIR TERMINAL TO CEILING GRID ACT PANEL ®ACT - AIR TERM. ATTACHMENT DETAIL SCALE: 1 1 /2" = 1'-0" SPACE BAR, OR OTHER SUITABLE SYSTEM TO KEEP PERIM. COMPONENTS FROM SPREADING APART (REGARDLESS OF LENGTH WIDTH) ZONE 2 TREATMENT OF CROSS RUNNERS, MAIN RUNNERS, AND 4"" WALL CLOSURES AT TERMINAL ENDS ACT - HANGER WIRE PERM. DETAIL 2 SCALE: 1 112" = 1'-0" LAY -IN LIGHT FIXTURES . ,0 LBS ONE WIRE TO STRUCTURE (MAY BE SLACK) 10 LBS - 50 LBS TWO WIRES TO STRUCTURE (MAY BE SLACK) w 50 LBS SUPPORTED DIRECTLY TO STRUCTURE WITH APPROVED HANGERS AIR TERMINALS 4 20 LBS POSITIVE ATTACHMENT TO GRID 20 LBS - 50 LBS TWO WIRES TO STRUCTURE (MAY BE SLACK) w 50 LBS SUPPORTED DIRECTLY TO STRUCTURE LIGHT FIXTURE NOTE CONTRACTOR SHALL BE RESPONSIBLE FOR RECEIVING, INVENTORY, STORAGE, INSTALLATION AND WARRANTY OF ALL OWNER FURNISHED LIGHTING AND CONTROLS MATERIALS. CONTRACTOR SHALL COORDINATE SHIP DATES AND OTHER REQUIREMENTS WITH VENDOR. UNUSED FIXTURES MUST BE PALLETIZED AND RETURNED TO VENDOR PRIOR TO THE C of O. ACOUSTICAL CEILING SEISMIC NOTES 1. PER IBC WEIGHT LIMIT IS 2.6 LBS. 9 PROVIDE STABILIZER BARS AT ALL PERIMETER ENDS OF TEES TO 2. VERTICAL HANGER WIRES REQUIRED AT 4'-0" O.C. (12 GA.). PREVENT SPREADING 3 MAX. PLUMB OF HANGER WIRES IS 1:6 MAX. 10 LIGHT FIXTURES SHALL BE MECHANICALLY ATTACHED TO GRID 4. PARTITIONS MAY NOT BE ATTACHED TO THE CEILING GRID. 11 LIGHT FIXTURES SHALL BE ATTACHED TO STRUCTURE, 5 MAIN RUNNERS MAY BE INTERMEDIATE OR HEAVY DUTY 12 AIR TERMINALS SHALL BE ATTACHED TO STRUCTURE OR GRID- SEE 6. MAIN RUNNER AND CROSS TEE CONNECTION STRENGTH DETAILS THIS SHEET MIN. IS 80 LBS. 13 PROVIDE 3/8" CLEARANCE ON ALL SIDES OF SPRINKLER HEADS OR 7 PERIMETER ANGLE SHALL BE EQUAL TO OR GREATER THAN OTHER PENETRATIONS FOR SPRINKLER 7/8" WIDE HORIZ. 8. PERIMETER CLEARANCE AT WALL ANGLE AND WALL IS 3/8" TO MAIN TEES AND CROSS MEMBERS. REFLECTED CEILING PLAN NOTES 1. THE SALES FLOOR CEILING VNLL BE OPEN TO DECK. ALL MECHANICAL, ELECTRICAL, AND PLUMBING PIPING, CONDUITS, DUCTWORK, AND HANGING SYSTEMS FOR THESE ITEMS, ARE TO BE PAINTED WHITE WITH WITH DRYWALL PAINT. ALL EXPOSED STRUCTURAL, JOIST GIRDERS, BAR JOIST, BEAMS, AND DECKING THAT WALL REMAIN EXPOSED ARE TO BE PAINTED WHITE (PT-2). 2. BREAKROOM CORRIDOR, VESTIBULE CEILING TO BE 2'-0" X 2'-0" ACOUSTICAL CEILING TILE SYSTEM WITH 2'-0" X 2'-0" LAY -IN FLUORESCENT LIGHTING. 3. RESTROOMS CEILING TO BE 5/8' GYPSUM BOARD OVER 8" METAL STUDS (w/ FLUSH MOUNTED FLUORESCENT LIGHTING BOXES) SEE R DETAIL 5(A102). 4 CASH ROOM CEILING TO BE 5/8" GYPSUM BOARD OVER SECURITY MESH ON 8" METAL STUD FRAMING (FLUSH MOUNTED FLUORESCENT LIGHTING BOXES) 5. FOR INTERIOR FINISHES SEE FINISH SCHEDULE NOTES ON SHEET A800. 6. SEE ELECTRICAL SHEETS AND VENDOR'S MANUFACTURER'S INFORMATION FOR LIGHT FIXTURE TYPES AND HANGING DETAILS. ALL SALES AREA HIGH BAY FLUORESCENT FIXTURES ARE TO BE MOUNTED AT 18'-0" A.F.F. 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JANITOR 115 SOFT EXPOSED MAR 27 2019 LED EMERGENCY FIXTURE -RED LETTERING LED EMERGENCY FIXTURE -RED LETTERING =El LED EXTERIOR EGRESS WALL PACK 6-0" v t il{t U riV VIi5 ® ENLARGED OFFICE R SCALE: 3/16" = 1'-0" 65 SOFT CORRIDOR 1 �108I 145 SOFT MEN'S 105 293'-D" SQFT BREAK ROOM 1199 I 83 SOFT 9.-0" VAULT 1 112 I 70 SOFT W-0" C SH ROOM 113 1 70 SQFT 9'-0" DASHED LINE INDICATES E*TENT OF SECURITY MESH IN WALL AND CEILING, REFER To WALL TYPE 6 & 6A ON A700 TRAINING 44 SOFT 9,_O" 0 8 LL < 0 cS _J N 1' (/) 'II b >- co c co 0 z� O W o, op O r 0 (0 SAKE REINDERSMA ARCHITECT 5450 E. High Street, Suite 200 Scottsdale, Arizona 85054 p: 480.515.5123 f: 602.513.7193 www.sra360.com LI MCC 00 Ov o � O. date: 09/06/2017 issued for: FOR PER revision no• OWNER REVISION 08-28-17 Cif job no.: 17-027 sheet title: sheet no.: EXPIRES R 1 2 2013 EC;ENED OF TUKWILA 21 2040 ,�T rr:''41ER