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Permit D17-0216 - MACY'S LOGISTICS - STORAGE RACKS
MACY'S LOGISTICS 17000 SOUTHCENTER PKWY EXPIRED 04/30/18 D17-0216 Parcel No: Address: 0 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.eov DEVELOPMENT PERMIT 2623049077 17000 SOUTHCENTER PKWY Project Name: MACY'S LOGISTICS Permit Number: D17-0216 Issue Date: 9/7/2017 Permit Expires On: 3/6/2018 Owner: Name: 17000 SOUTHCENTER PARKWAY L Address: 885 PARK AVE #2B , NEW YORK, TX, 10075 Contact Person: Name: GINA ALLEN Address: 8321 BRISTOL CT , ROWLETT, TX, 75089 Contractor: Name: HEATLEY INSTALLATIONS Address: 611 MOUNT ZION RD , GLEASON, TN, 38229 License No: HEATLI*833M1 Lender: Name: INTERNATIONAL STORAGE SOLUTIONS, LLC Address: 16 LAS BRISAS DR, WEST LAKE HILLS, TX, 78746 Phone: (469) 909-971.3 • Phone: (731) 648-1777 Expiration Date: DESCRIPTION OF WORK: INSTALLATION OF STORAGE RACKS Project Valuation: $500,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $8,521.21 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code:. 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 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: "V < Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development per it and agree to the conditions attached to this permit. Signature: 1 tur1� d Print Name: frnv/Y1fi5 Date: !' r7 , 7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 23: The in -rack fire sprinklers that are being installed must be inspected and approved before the building permit is signed off and any commodity is placed in the racks. 12: 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) 9: 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) 10: 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) 11: 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) 13: Maintain fire extinguisher coverage throughout. 15: Sprinkler coverage around unit heaters needs to comply with section 8.3.2.5 and figure 8.3.2.5 of NFPA 13 (2016 edition). 16: 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) 17: 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) 18: 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) 19: 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) 20: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line.: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC r • CITY OF TUKWILA Community Development Department Public Works Department Permit Center • 6300 gOirtheenter Blvd., Suite 100 ••Tyktvila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Dae Application Acce,pted: Date Application Expires: 15 ti 11 (For office use only) 11 CONSTRUCTION PERMIT APPLICATION Applications and plans must bp complete in order to be accepted for plan review. Applications will not be accepted through the Mail or by fax. **Please Print** SITE LOCATION King Co- Assessor's Tax No.: Site Address: n Cd8Oo t.)-Ve‘Cieill e suite Nuiriber Tenant Name: -11) 0A q MIA&Lis 1,0(&1)*(,s 504,e, PROPERTY OWNER -Name: totii‘ Name: AA/5,1,6w\ 174,ug I— "City:Qt StateT5e., zing ow Address sg C 9,,,,,, I 6 4 ao.cdorA‘iiit.iSeetV)e-11 athbv State:A) v Zip" 06.7 s • CONTACT PERSON — person receiving all project communication -Name: totii‘ .‘::\iA, Address:0 \ t -3.4,0 -t -L cl, "City:Qt StateT5e., zing ow ' 1,-eiti7 lif i Li (0q-owilf.acti 1 s I 6 4 ao.cdorA‘iiit.iSeetV)e-11 athbv GENERAL CONTRACTOR INFORMATION . . CornpanyName: k.ke.A.A._ve t....4 .11\rckzacd1014 Address((( _.1) CittWaso N swarm Zir7601A , Phoa Pax: Contr. Rog No.: Exp Date: tt&vila Business License No.: V•1 A a (o (Y-4 "SZ5°S Lt ot 000(• HAAnplications\Fonns-Applications On Lint1201 ApplicationsTanait A1jCatn Itniscct -0-0-11.dons Rcvised: August 20111 bh New Tenant: •FlOor: 12 Yes 9.11;2(-10 • ARCHITECT OF RECORD -Company Name: Engineer:Narne: ;Cornpany-Name: City: V. tateeljA Zi 91 94(t. Phone:el 0 — AI q 0 qg2V Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD -Company Name: Engineer:Narne: Address: ‘ ,bo e.„("3p s 1/4--- City: V. tateeljA Zi 91 94(t. Phone:el 0 — AI q 0 qg2V Frmil: LENDER/BOND ISSUED (required for projects $5,000 or greater pei RCW 19.27.095) Name: ritieritaii Osfeitrhil!lc StUoit5 / ca) Address: Las 23,5 pri....e. , City: 10,A 14 State: State: 13._ Zip: /01 uil Pagel 9f 4 { BUILDING PERMIT INFORMAT1O1 206-431-3670 Valuation- of Project (contractor's bid price): $ 900, ODO Describe the scope or work (please provide de—tailed IltU fiati0i): Sth S Will'thei a be:new rack storage? PxisLffo Building Vak atinn:. $ "Q.. No if yes, a separate permit and plan submittal will be required. Provide All Building .Areax in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation cif all structures, plus any decks over 18 inches and overhangs greaterthan 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq l ): Floor area of principal dwelling: Floor area of accessory dwelline: *Provide documentation that shows that the principal owneriives 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 ' o N� :If"yes"; explain:.. FIRE PROTECTION/HAZARDOUS MATERIALS; (:.......Sprinklers 0....... Automatic Fire Alarm fl None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No if "yes', attach list ofmaterials and storage locations on a separate 8-1/2"x 11 " paper including quantities.and Material Safety Data Sheets. SEPTIC SYSTEM On-site Septic System— For on-site septic system,.provide 2 copies of a current septic design approved by King County Health Department. H:1Applicat o orms-Applications On Line12011 ApplicatiotulPcrnrit Application Revised- 8'9-11.doce Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Tvpe of Construction per tfiC Type of Occupancy per TBC _ 1° Floor 2' Floor } 3M Floor Floors tiirc Basement • Aca...,ot,:r 5t.cturc¢ A1tatil'ellC4ragP Detached Garage Attached Carport Detached'Ca rport Covered Deeit .. 'D :k . PLANNING DIVISION: Single family building footprint (area of the foundation cif all structures, plus any decks over 18 inches and overhangs greaterthan 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq l ): Floor area of principal dwelling: Floor area of accessory dwelline: *Provide documentation that shows that the principal owneriives 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 ' o N� :If"yes"; explain:.. FIRE PROTECTION/HAZARDOUS MATERIALS; (:.......Sprinklers 0....... Automatic Fire Alarm fl None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No if "yes', attach list ofmaterials and storage locations on a separate 8-1/2"x 11 " paper including quantities.and Material Safety Data Sheets. SEPTIC SYSTEM On-site Septic System— For on-site septic system,.provide 2 copies of a current septic design approved by King County Health Department. H:1Applicat o orms-Applications On Line12011 ApplicatiotulPcrnrit Application Revised- 8'9-11.doce Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO TION - 246-433-0179 Scope .ofWork (please .provide. detailed information): Caii before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water fisti+i.ct • D:.::Tukwila 0;::. Water District #125 0 .. Highline 0 ...Water Availability. Provided Sewer District . D :..Tukwila D ...Sewer Use Certificate 0.,.Valley View D ...Sewer Availability Provided D .. Renton D ..Renton 0'.: Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which amity): D ::.Civil Plans (Maximum Paper Size — 22" x-34") D ..:Technicallnfor mation Report(Storm Drainage) D ...Bond 0 .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that appy): 0 ....Right-of-way Use - Nonprofit for less than 72hours 0....Right-of-way Use No Disturbance Q...C.onstructiori%ExcavationfFill = Right-of-way D Non Right-of-way 0 0 ...Total Cut cubic yards 01. Work in Flood Zone .:.Total fill -cubic yards 0 .. Storm Drainage 0...Sanitary Side Sewer „D .. Abandon Septic Tank 0 ...Cap or Remove Utilities D :. Qurb•Cut 0...Frontage Improvements 0 .. Pavement Cut 0 ...Traffic Control ;D Looped Fire Line GeoteclinicalReport 0 .. Maintenance Agreement(s) 0...Traffic Impact Analysis 0 _Aoki Harmless (SAO) D :..Hold Harmless — (ROW). j .:Right-of-way Use - Profit for less than 72 hours D .. Right-of-way Use - Potential Disturbance D .. Grease Interceptor 0 Channelization ,0 .. Trench Excavation. .: Utility Undergrounding 0•...Backtlow Prevention - Fire Protection . " Irrigation '' Domestic Water 0 ...Permanent Water Metcr Size... " WO # 0 ...Temporary Water Meter Size .. WO ❑...Water Only Meter Size WO it 0 ...Deduct Water Meter Size ..D "...SewerMain Extension Public ..0 .,Private 0 0 :..Water Main Extension Public 0 Private 0 FINANCE INFORMATION •Fire Line Size at Property -Line NumberofPublic Fire Hydrant(s) 9“Sewage Treatment D ..:Water :..Sewer Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Water: Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Gip H:\Applications\Fomts-Applications On Line\2011 Applications\Pemit Application Revised - 5-9.11.docx Revised• Augnist 2011 bh • • Page 3 of 4 (J O PERMIT APPLICATION NOTES — Vatue 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 shallexpire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. 'i'he extension shall be -requested in writing and justifiable cause demonstrated. Section '.i 0.33.2 international Building Code (current edition). THEREBY CERTIFY THAT T 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 T AM AUTHORIZED TO APPLY FOR THIS PERMIT. .BUILDING O R" R AUTHORIZED AGENT: Signatitre: Print Name: J k i'3 A L L CA gay Telephone: Z9--k---C �l( ; < Mailing Address: •(-1--l i b v � r 1 r ar;- Ciiiy :hair Zip. Date::1 49-6 71 H:1Applications`Jorac-Applications OnLinc2011Applications \ Part Application•Rc::cd i::doc Revised: Augu.st 2011 Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK r: PAID $5,264.82 D17-0216 Address: 17000 SOUTHCENTER PKWY Apn: 2623049077 $5,264.82 DEVELOPMENT $5,014.33 PERMIT FEE R000.322.100.00.00 0.00 $5,009.83 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE • $250.49 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12274 R000.322.900.04.00 0.00 $250.49 $5,264.82 Date Paid: Thursday, September 07, 2017 Paid By: HEATLEY INSTALLATIONS Pay Method: CHECK 1156 Printed: Thursday, September 07, 2017 1:37 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $3,256.39 $3,256.39 $3,256.39 $3,256.39 $3,256.39 D17-0216 Address: 17000 SOUTHCENTER PKWY Apn: 2623049077 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R12109 R000.345.830.00.00 0.00 Date Paid: Friday, August 11, 2017 Paid By: INTERNATIONAL STORAGE Pay Method: CHECK 2630 Printed: Friday, August 11, 2017 12:27 PM 1 of 1 CAVWSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit D 7-c» (p 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: /1 t)'S L66/577CS Type of Inspection: OVULD11`16. ON Address: 17cCO So vi' AT7 t Date Called: Special Instructions: ,J Date Wanted: a.m. Requester: TOM 73, -3No-2-148 Phone No: pALLE r RAC. j-1 ! N c — Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: A 24W 5 77C/' [,/ !�'/y _ 124, "lyre `2' 5,1 r ell0/6?/A% 7# c5/ ,J Inspector: Date: _ `7 %/ . -/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .pI7-6.11 Project: Al 6CYS 1JD64 571 C S Type of Inspection: BUILD /11.6- F, AM— Address: /7000 SOUr1FC.EN R ekL Date Called: %j4 Special Instructions: 3) Date Wanted: q-12.•/7 (rm. p.m. Requester:ter /7Th1 7S Phone No: 13) 3et? zgyb ateo r AppyV - QApproved per applicable codes. 'E Corrections required prior to approval. COMMENTS: G int' 7 -7Ake 4.413 e ea spc. t gpArJ %j4 c1e AzAi evio f ,- 3) 9e_.oi l Der 6,06 t (r 1 Pr S /G.Z enj' . OACIGS 7S FigiUVW ateo r AppyV - Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspecfion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit - 62/6 /- - - 5- /474 -- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 400-C-14 15 D, c Type of Inspection: few �p ,, s Address: i Suite #: /-7-00b S ki'J`i Contact Person: N /3 /IJI5- r? sf 3/si Special Instructions: , Phone No.: 6 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ivt Sprinklers: Fire Alarm: 7 / Aft Cf i-ti►YI N $ 1 Hood & Duct: Monitor: N /3 /IJI5- r? sf 3/si / ,.,... , 6 Q 4- wf-t1 77) 96 a. / 7f cf (24-2._.- /v6 -4-a_ eio (-6 0 -o '� p,p / / � a r Y ! 6 -- 5-7-4 c - c--. R i - / 7`s 77 Ft) //) r Needs Shift Inspection: ivt Sprinklers: Fire Alarm: Hrs.: Hood & Duct: Monitor: • Pre -Fire: Permits: Occupancy Type: e Inspector: ivt <-* Date: ,/2 /Z}/ Hrs.: $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 ` 1' ?:::"t 0 Y MIA& C IN GR - Di 2- a.pc 7cA r= ,� fa ? /f\ ..-11-2.1\ (24C-- in(2J FT 2 'ills S! -t INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1 CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 1 -s-- Rog PERMIT NUMBERS A/16f.5'-f � � C� -fer Type of Insp ction:Project: / cl . 5 Address: Suite #: / 70 00 5C /PekiN9, Contact Person: :/ Special Instructions: Phone No.: a1 -Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: -- yr,1#)/-S-E-: 0 -- S ,/1"'/Z -4 gett fZ ./2Ar zo' X 70' ----- SI -cis Occupancy Type: - /444-40 — 2 -/lam .,res . e-- 0 404€ rs .. tAS _S Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:— /4/ f9 Date: ///1 S5 Hrs.: Z. a / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /7--S PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 44 ek_e.cf 5 Wilz,k. -19-1( il (C kV Type of Inspection: 5,..,,, 50,r -i n kA. -e - Address: } Suite #: I 6 0 5C.- P1t,j Contact Person: Special Instructions: / Phone No.: .)< Approved per applicable codes. Corrections required prior to approval. COMMENTS: i n- V :;14j Needs Shift Inspection: Date: 16//? --h -7.-- Hrs.: Sprinklers: Fire Alarm: �,, Hood & Duct: Monitor: Pre -Fire: Permits: - Occupancy Type: 1 Inspector: 4--471 £Z 4 Date: 16//? --h -7.-- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a?.einspction. Billing Address 1 Attn: Company Name: If Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 • T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy witifspermit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: AA il-ti (3 bu54. 4,i . ,„Type -A.N1 of Inspection: s 1 PI ht—/ Address: I /....1 , Pre -Fire: c-0414liefiZ5> �k Cir6fed 4-bre-Ot 6411 Contact Person: v Special Instructions: t(ti 10\ce, - 61-c S "17/4-C ) Phone No.: 1>, Approvpd per applicable codes. Corrections required prior to approval: COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: c-0414liefiZ5> �k Cir6fed 4-bre-Ot 6411 fivl tOletvk v t(ti 10\ce, - 61-c S "17/4-C tv, i A—DD spytpi le. ley Coti-e _vac,/ ov-____1-4.. _ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: , .. Occupancy Type: Inspector: iflin Sel' Date: jalc-ii-?— Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MATERIAL HANDLING ENGINEERING FST 19A' - 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 all 50 States SHELVING - METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS f SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES Analysis of Storage Racks for Macy's Logistics 17000 Southcenter Parkway, Tukwila, WA 98188 Job No. 17-1353 Approved by: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 3 0 2017 1130 E. Cypress St Covina. CA 91724 RECEIVED CITY OF TUKWILA AUG 1 1 2017 PERI\, CENTER * (909) 869-0989 MATERIAL HANDLING"ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Macy's Logistics International Storage_ 17000 Southcenter Tukwila, WA 1 tchang 7/7/2017 PROJECT#: 20170705_6 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 Scope: 2 3 13 14 15 16 19 22 23 26 29 30 31 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. TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 2 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 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 �EIZMIT'. MATERIAL HANDLINGyENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila, WA SHEET#: 3 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 1: A (144) M 1.7 Analysis per section 2209 of the 2015 IBC S = 1.45 F = 1.0 1 = 1 V n� = 798 lbs. PS,a,;, = 6500 lbs. Levels: 5 Panels: 7 S = 0.54 f,,---- 1.5 SDC = D i ns = 2144 lbs. PSe;, m; = 6057 lbs. • Load per Level 2500 lbs 68" T 48" % 2500 lbs —S 68" 48" 312" 2500 Ibs 48" 64" 2500 lbs 24" \\ 24" ,..„..„-------- 84" 84" 24" \ 25001bs 24" / i2 8 -i, `,— 144" FRONT VIEW 48" —1, SIDE VIEW FRAME BEAM. CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 56% (level 2) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 35% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 64% (panel 5) 5 x 2.75 - 0.063 (50E) Steel = 55 ksi Max Static Cap. = 43381b. Stress = 59% Max stress = 59% (level 1) 4 Tab 2" cc Connector (IM) Stress = 44% Max stress = 54% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 6.1 in. x 4.2 in. x 0.19 in. 2 anchors/plate Moment = 1995 in -lb. Stress = 18% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 20% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 1535 lbs. Shear Capacity = 2678 lbs. Anchor stress = 94% Seizmic Analyzer version 20170706 © Copyright 1991-2016 Seizmic Inc. All rights reserved •/SEIZMIC tztz, \INC MATERIAL HANDLIIVG::ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_. ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 4 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 2: A (96) M 1.7 Analysis per section 2209 of the 2015 IBC S = 1.45 F = 1.0 1= 1 . V�ng = 798 lbs. Psranc = 6500 lbs. Levels: 5 Panels: 7 S, = 0.54 ] = 1.5 SDC = D LTranr = 2144 lbs. Pses,n« = 6057 lbs. - K Load per Level 2500 lbs 68" T 48" tS-- 2500 lbs 68" 48" 3 2 yl 2500 lbs 48" 64. . / 2500 lbs --S\ 24" 4 24" 84"\24" 25001bs 24" `k— -- 96" FRONT VIEW 48" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 56% (level 2) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 35% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 64% (panel 5) 3.66 x 2.75 - 0.063 (36E) Steel = 55 ksi Max Static Cap. = 44221b. Stress = 58% Max stress = 58% (level 1) 3 Tab 2" cc Connector (IM) Stress = 70% Max stress = 87% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 6.1 in. x 4.2 in. x 0.19 in. 2 anchors/plate Moment = 1995 in -lb. Stress.= 18% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 20% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 1910 lbs. Shear Capacity = 2678 lbs. Anchor stress = 76% Seizmic Analyzer version 20170706 © Copyright 1991-2016 Seizmic Inc. All rights reserved ( SEIZMI�.I �1�. INtr MATERIAL HANDLINGIENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 5 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 3: B (144) M 1.7 Analysis per section 2209 of the 2015 IBC St = 1.45 F = 1.0 1= 1 V = 639 lbs. PSrar;, = 5200 lbs. Levels: 4 Panels: 7 Sl = 0.54 P = 1.5 SDC = D Tr -ng _ 1715 lbs. Pie Sm ic = 5191 lbs. Load per Level 2500 lbs 68' 48" 2500 Ibs 68" S- 312" 78" 2500 lbs 64" —4 1 102" 24" 2 \/ 24" 4- \ 2500 lbs 2' 8" 144" FRONT VIEW 48" -'k SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 50% (level 2) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 28% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 53% (panel 5) 5 x 2.75 - 0.063 (50E) Steel = 55 ksi Max Static Cap. = 43381b. Stress = 59% Max stress = 59% (level 1) 4 Tab 2" cc Connector (IM) Stress = 42% Max stress = 53% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 6.1 in. x 4.2 in. x 0.19 in. 2 anchors/plate Moment = 1597 in -lb. Stress = 14% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 16% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 1535 lbs. Shear Capacity = 2678 lbs. Anchor stress = 82% Seizmic Analyzer version 20170706 © 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: Macy's Logistics FOR: I.ntemationlal Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 6 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 4: B (96) M 1.7 Analysis per section 2209 of the 2015 IBC Ss = 1.45 F = 1.0 1 = 1 V g = 639 lbs. PS„an, = 5200 lbs. Levels: 4 Panels: 7 S, = 0.54 P,= 1.5 SDC = D V T.o„, = 1715 lbs. P$Q1s„,,, = 5191 lbs. Load per Level 2500 lbs 68” K 8 - 3 1' 48" S-- 2500 Ibs -4 2" 78" 2500 lbs —S68" 64" / 102" 25001bs - 24" 24" 24" 24" ____....-------- \ i N ' 48" -+ SIDE VIEW 96" * FRONT VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 50% (level 2) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 28% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 53% (panel 5) 3.66 x 2.75 - 0.063 (36E) Steel = 55 ksi Max Static Cap. = 4422 Ib. Stress = 58% Max stress = 58% (level 1) 3 Tab 2" cc Connector (IM) Stress = 65% Max stress = 86% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 6.1 in. x 4.2 in. x 0.19 in. 2 anchors/plate Moment = 1597 in -lb. Stress = 14% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 16% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 1535 lbs. Shear Capacity = 2678 lbs. Anchor stress = 82% Seizmic Analyzer version 20170706 0 Copyright 1991-2016 Seizmic Inc. All rights reserved S'EIZMI.r 1. ' ZINC MATERIAL HANDLINGaENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 7 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 5: C (144) M 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.45 F = 1.0 I= 1 Yea"s = 518 lbs. P„a„,= 4200 lbs. Levels: 4 Panels: 7 S, = 0.54 P = 1.5 SDC = D Timm, = 1392 lbs. PSe,,,,,, = 5596 lbs. K - - Load per Level 2000 lbs 68" 54" 2000 lbs 68" 32 78" S— 2000 Ibs 64" 24" r \ 96" 4 22 4- / 24" 24" \ 2000 lbs 24 S " 8 144" FRONT VIEW SIDE * 36" VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 38% (level 2) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 17% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 44% (panel 5) 5 x 2.75 - 0.063 (50E) Steel = 55 ksi Max Static Cap. = 4338 Ib. Stress = 48% Max stress = 48% (level 1) 4 Tab 2" cc Connector (IM) Stress = 32% Max stress = 42% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 7 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 1295 in -Ib. Stress = 3% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 15% (S) . Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 2363 lbs. Shear Capacity = 2678 lbs. Anchor stress = 77% Seizmic Analyzer version 20170706 © Copyright 1991-2016 Seizmic Inc. All rights reserved �1ry INC MATERIAL HANDLING'ENGINEERING EST, 1985 .,.. TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 8 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 6: C (96) M 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.45 F = 1.0 1 = 1 V "= 518 lbs. P.,..,= 4200 lbs. Levels: 4 Panels: 7 s,= 0.54 P,. = 1.5 SDC = D Ic tl� S = 1392 lbs. PSesm;c = 5596 lbs. Load per Level 2000 lbs 68.. T' 54" 2000 lbs _ 68" \ S- —S 3 2" 78" 2000 Ibs 64" S-- --4 24" \ 96" 96" 24" e.„...------ 24" \ 2000 lbs 224" / 8 \ `I,— 96" —+ FRONT VIEW SIDE + 36" 'I` VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 38% (level 2) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 17% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 44% (panel 5) 3.66 x 2.75 - 0.063 (36E) Steel = 55 ksi Max Static Cap. = 4422 Ib. Stress = 47% Max stress = 47% (level 1) 3 Tab 2" cc Connector (IM) Stress = 50% Max stress = 68% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 7 in. x 5 in. x 0.375 in. 2 anchors/plate Moment= 1295 in -lb. Stress = 3% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 15% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. - Pullout Capacity = 2363 lbs. . Shear Capacity = 2678 lbs. Anchor stress = 77% Seizmic Analyzer version 20170706 ()Copyright 1991-2016 Seizmic Inc. All rights reserved .S'EIZMIC 1 r IKrr.. MATERIAL HANDLINGENGINEERING EST 1985 TEL 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila, WA SHEET#: 9 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 7: D (144) M 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.45 F = 1.0 1= 1 V A" = 949 lbs. Psraric =7750 lbs. Levels: 5 Panels: 7 S, = 0.54 J. = 1.5 SDC = D i�.an = 2549 lbs. Psesm;� = 4200 lbs. Load per Level 3000 lbs 68" /- 1' S-- 48" 3000 Ibs _,68" 32" 48" si, T 3000 lbs -4 64" Z S-- -4 48" r 24,. 3000 Ibs •— 24" 60" 24" 3000 lbs 24 '1,-- $ 144" FRONT VIEW 72" It. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 52% (level 2) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 72% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 77% (panel 5) 5 x 2.75 - 0.063 (50E) Steel = 55 ksi Max Static Cap. = 43381b. Stress = 71% Max stress = 71% (level 1) 4 Tab 2" cc Connector (IM) Stress = 44% ' Max stress = 55% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 6.1 in. x 4.2 in. x 0.19 in. 2 anchors/plate Moment = 2372 in -lb. Stress = 21% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 1535 lbs. Shear Capacity = 2678 lbs. Anchor stress = 40% • Seizmic Analyzer version 20170706 © Copyright 1991-2016 Seizmic Inc. All rights reserved SE[ZM1 MATERIAL HANDLING." ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 10 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 8: D (96) M 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.45 F = 1.0 1= 1 V = 949 lbs. Psron� = 7750 lbs. Levels: 5 Panels: 7 S1= 0.54 t= 1.5 SDC = D I n = 2549 lbs. Psi sm, = 4200 lbs. Tra68" Load per Level 3000 lbs 2 32" T' 48" 3000 lbs 68" 48" t T . 3000 lbs 64 .Z 48" 3000 lbs 24" '• 60" S-, 3000 Ibs " 24" 24 24 8" `j- 96" FRONT VIEW 72" SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 52% (level 2) HORIZONTAL BRACE 2.756x 1.378x0.06 Stress = 72% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 77% (panel 5) 3.66 x 2.75 - 0.063 (36E) Steel = 55 ksi Max Static Cap. = 4422 Ib. Stress = 70% Max stress = 70% (level 1) 3 Tab 2" cc Connector (IM) Stress = 67% Max stress = 88% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 6.1 in. x 4.2 in. x 0.19 in. 2 anchors/plate Moment = 2372 in -lb. Stress = 21% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 1535. lbs.:.. Shear Capacity = 2678 lbs. Anchor stress = 40% Seizmic Analyzer version 20170706 0 Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINGwENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: Macy's. Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 11 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705 6 COMPONENTS AND SPECIFICATIONS Configuration 9: F (144) M 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.45 F = 1.0 1= 1 V,= = 648 lbs. P„,,,,,, = 5250 lbs. Levels: 5 Panels: 7 S, = 0.54 ;. =1.5 SDC = D r g = 1740 lbs. PSe1Sm ne = 6527 lbs. Tra68" Load per Level 2000 lbs 48" 2000 Ibs 68" 48" S-- 312"2000 ti lbs 60" 64" 2000 Ibs 24' 24" / 72" 24" 2000 Ibs 24" / 8 `i. `, ', 144" FRONT VIEW SIDE 36" VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 42% (level 1) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 22% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 56% (panel 5) 5 x 2.75 - 0.063 (50E) Steel = 55 ksi Max Static Cap. = 4338 lb. Stress = 48% Max stress = 48% (level 1) 4 Tab 2" cc Connector (IM) Stress = 33% Max stress = 43% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 7 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 1620 in -lb. Stress = 4% • Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 2363 lbs. Shear Capacity = 2678 lbs. Anchor stress = 93% Seizmic Analyzer version 20170706 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINGENGINEE RING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 12 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 COMPONENTS AND SPECIFICATIONS Configuration 10: F (96) M 1.7 Analysis per section 2209 of the 2015 IBC SS = 1.45 F = 1.0 I= 1 V = 648 lbs. PSrar� = 5250 lbs. Levels: 5 Panels: 7 S, = 0.54 ] = 1.5 SDC = D Tr -ng = 1740 lbs. Ps c c = 6527 lbs. Tra- Load per Level 2000 lbs fi sa° 48" 0Ibs 68 " \ 48" S-- 312"2000Ibs 60" 64" sis 2000 Ibs 24" \ \ S-- --S 24" / 72" 24" \ 2000 Ibs 24" / S-, \ i, 8 " 8" 96" FRONT VIEW SIDE 36" VIEW FRAME BEAM CONNECTOR COLUMN 3.98 x 2.72 - 0.089 (4B101) Steel = 55000 psi Stress = 42% (level 1) HORIZONTAL BRACE 2.756 x 1.378 x 0.06 Stress = 22% DIAGONAL BRACE 2.756 x 1.378 x 0.06 Stress = 56% (panel 5) 3.66 x 2.75 - 0.063 (36E) Steel = 55 ksi Max Static Cap. = 4422 Ib. Stress = 47% Max stress = 47% (level 1) 3 Tab 2" cc Connector (IM) Stress = 51% Max stress = 70% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi 7 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 1620 in -lb. • Stress ,= 4% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending.Stress = 19% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity.= 2363 lbs. Shear Capacity = 2678 lbs. Anchor stress = 93% Seizmic Analyzer version 20170706 © Copyright 1991-2016 Seizmic Inc. All rights reserved S!EJZMICIh MATERIAL HANDLINGENGINEERING EST. 1988 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage_ 17000 Southcenter Tukwila, WA 13 tchang 7/7/2017 20170705 6 Loads and Distribution: A (144) El. n Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2015 IBC. # of Levels: 5 Pallets Wide: 3 Pallets Deep: 1 Pallet Load: 833 lbs SDC: Wpl: Wdl: D 12500 lbs 500 lbs Total frame load: 13000 lbs Fv: 1.5 SI: 0.54 TI: 1 Rw(L): 6 Rw (T): 4 Fa: 1 Ss: 1.45 Ie: 1 Tt: 0.5 Base Shear: rioa = (Cs • Ip • ((0.67 • Wr,) + Him,)) Longitudinal: 1 g = (0.09 • 1 • ((0.67 • 12500 lbs) + 500 lbs)) = 798 lbs Transverse: i Trans = (0.242 • 1 • ((0.67 • 12500 lbs) + 500 lbs)) = 2,144 lbs f=V WN. EW H, Longitudinal Transverse Level hr wx wxhx f •w wxhx f 1 12 2,600 31.200 144 2.600 31,200 216 2 96 2.600 249.600 93.43 2.600 249.600 275.43 3 144 2.600 374.400 140.14 2.600 374.400 413.14 4 192 2.600 499.200 186.86 2.600 499.200 550.86 5 240 2.600 624.000 233.57 2.600 624.000 688.57 798 lbs 2.144 lbs INC I MATERIAL HANDLING -ENGINEERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila; WA SHEET#: 14 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 LRFD BASIC LOAD COMBINATIONS A (144) 2015 IBC& RMI / ANSI MH 16.1 VTrans = 2,144 Ibs i ung = 798 Ibs Sds = .967 PL = Product Load * 0.5 = 6,250 Ibs DL = Dead Load / 2 = 250 Ibs EL = Seismic Load = 7,504 lbs Basic Load Combinations 1. Dead Load = 1.4D + 1.2P (1.4 • 250) + (1.2 • 6.250) = 7,850 2. Gravity Load = 1.2D + 1.4P + 1.6L + 0.5(Lr or S or R) (1.2 • 250) + (1.4 • 6.250) + (1.6 • 0) + (0.5 • 0) = 9,050 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) (1.2 • 250) + (0.85 • 6.250) + (0.5 • 0) + (1.6 • 0) = 5,613 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W+ 0.5(Lr or S or R) (1.2 • 250) + (0.85 • 6,250) + (0.5 • 0) + (I • 0) + (0.5 • 0) = 5,613 5. Seismic Load = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)(3P + 0.5L + pE + 0.2S ((1.2 + (0.2 • 0.967)) • 250) + ((1.2 + (0.2 • 0.967)) • 0.7 • 6,250) + (0.5 • 0) + (1 • 7,504) + (0.2 • 0) 13,948 6. Wind Uplift = 0.9D + 0.9Papp + 1.0W (0.9 • 250) + (0.9 • 6.250) + (1 • 0) = 5,850 7A. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2S„)(3Papp + pE ((0.9 - (0.2 • 0.967)) • 250) + ((0.9 - (0.2 • 0.967)) • 1 • 6.250) + (1 • 7.504) = 12,097 7B. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)13Papp - pE ((0.9 - (0.2 • 0.967)) • 250) + ((0.9 - (0.2. 0.967)) • 1 • 6.250) - (1 • 7.504) = -2,911 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.41 (1.2 • 250) + (1.6 • 0) + (0.5 • 0) + (1.4 • 6,250) + (1.4 • 1.562) = 11,237 ASD LOAD COMBINATIONS FOR SLAB ANALYSIS 1. (1 + 0.105SDS)D + 0.75[(1.4 + 0.14SDS) f3P + 0.7pE] = (1 + 0.105 • 0.967) • 250 + 0.75[(1.4 + 0.14 • 0.967) • 0.7 • 6,250 + 0.7 • 1 • 7.504] = 9,253 2. (1 + 0.14SDS)D + (0.85 + 0.14SDS)13P + 0.7pE = (1 + 0.14.0.967) • 250 + (0.85 + 1.4 . 0.967) • 0.7 . 6,250 + 0.7.• 1 • 7.504 = 9,847 .ZINC MATERIAL HANDLIN-67:tNGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila, WA SHEET#: 15 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 LONGITUDINAL ANALYSIS A (144) 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). MCann11 = MCa,mt = km, MCann = (wo„„, + m,,,„,) / 2) + MEd V,ar = 1 ung / # of columns = 399 Ibs MBase = 1995 in-Ibs MLaw, = ((14.1 • h,) - Mean (399 Ibs x 10 in) -1995 in-Ibs = 1995 in-Ibs e �l sizes FRONT ELEVATION Levels hi fi Axial Load Moment Beam End Moment Conn Moment 1 12 72 6,500 1,995 3,612 11,476 2 84 47 5.200 13,734 3,612 13,842 3 48 70 3.900 6,727 3,612 9,498 4 48 93 2,600 5.045 3,612 7,536 5 48 117 1,300 2,803 3,612 5,013 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA_ CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage_ 17000 Southcenter Tukwila. WA 16 tchang 7/7/2017 20170705. 6 COLUMN ANALYSIS A (144) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Strength Increase from Cold Work of Forming (Section A7.2) m = 0.192(F,, / F„) - 0.068 0.192 • (65 / 55) - 0.068 = 0.16 B, = 3.69(Fa� I FW) - 0.819(F„ / FW)2 - 1.79 3.69•(65/55)=0.819•(65/55)22- 1.79 = 1.43 = B,F/(R/t)m 1.43 • 55 / (0.09 / 0.09)^0.16 = 78.49 Aaame. = (II / 4)((R + t)2 - R)2) (3.14 / 4) • ((0.09 + 0.09)2 - 0.092) = 0.02 in2 assumed min. 4 corner elements C = 4 • Anomer / Ag,as. 4 • 0.02 / 0.91 = 0.08 F a = CF., + (1- C)F r <= Fu„ 0.08 • 78.49 + (1 - 0.08) • 55 = 56.93 ksi <= 65 ksi Fa is Min(Fa. F) Thus Fa = 56.93 ksi (Eq A7.2-4) (Eq A7.2-3) (Eq A7.2-2) (Eq A7.2-1) 3.98 x 2.72 - 0.089 SECTION PROPERTIES Depth 2.719 in. Width 3.984 in. t 0.089 in. Radius 0.089 in. Area 0.914 in^2 AreaNet 0.727 in^2 lx 2.027 in^4 Sx 1.018in^3 Sx net 0.871 in^3 Rx 1.489 in. ly• 0.805 in^4 Sy 0.455 in^3 Ry 0.939 in. J 0.002 in^4 Cw 2.711 in^6 Jx 2.55 in. Xo -2.124 in. Kx 1.7 Lx 82 in. Kv 1 Ly. 24 in. Kt 0.8 Fvv 55 ksi Fuv 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMI a�C MATERIAL HANDLINGIENGINEERING 5 EST 198:, TEL:(909)869-0989 1130 E. CYPRESS.ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage_ 17000 Southcenter Tukwila, WA 17 tchang 7/7/2017 20170705 6 COLUMN ANALYSIS A (144) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) K • Lx l Rx 1.7.82 / 1.49 = 93.62 K,•LIR, I •24/0.94 = 25.57 KL/R = 93.62 ro = (rx2 + rv2 + x02)1/2 (1.492 + 0.942 + -2.122)1/2 = 2.76 in. f3 = 1-(xolro)2 1 - (-2.12 / 2.76)2 = 0.41 Fe/ = 112E/ (KL / r)m„x2 3.142 • 29500 / 55.072 = 96.003 ksi F„ = (1 / 23)((6ex + 6f) - ((6,x+ 6)2 - (4130:3„,a))1 /2) (1 / (2 •0.41)((96 + 311.69) - ((96 + 311.69)2 (4.0.41 • 96 • 311.69))1/2) = 79.749 ksi where. hex = 112E / (KxLA l Rx)2 3.142 • 29500 / 55.072 = 96.003 ksi 6, = 1 / Aro2(GJ+ (112EC„) / (KL)2) 1 / 0.91 • 2.762(11300 • 0.0024 + (3.142 • 29500 • 2.71) / (0.8 • 24)2) =- 311.691 311.691 ksi Thus, Fe = 79.749 ksi P,,=A•F %e = (F l F.)112 (56.93 / 79.749)1/2 = 0.845 Since X..< 1.5, F = (0.658^(k2)) • Fv = 42.228 ksi Thus P = 28,260 Ibs P. = �' • 0e = 24,021 Ibs (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) 3.98 x 2.72 - 0.089 SECTION PROPERTIES Depth 2.719 in. Width 3.984 in. 0.089 in. Radius 0.089 in. Area 0.914 in^2 AreaNet 0.727 in^2 Ix 2.027 in^4 Sx 1.018 in^3 Sx net 0.871 in^3 Rx 1.489 in. ly 0.805 in^4 Sy 0.455 in^3 Ry 0.939 in. J 0.002 in^4 Cw 2.711 in"6 Jx 2.55 in. Xo -2.124 in. Kx 1.7 Lx 82 in. Ky 1 Ly 24 in. Kt 0.8 Fyv 55 ksi Fuv 65 ksi Q 0.9 G 11300 ksi E 29500 ksi • Cmx • 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 %`SEIZMIC mow" MATERIAL HANDLING.ENGINEERING EST. 198E TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage_ 17000 Southcenter Tukwila. WA 18 tchang 7/7/2017 20170705 6 COLUMN ANALYSIS A (144) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (SectionjC3.1.2) Pao = P„A), 38,102 •0.85 = 32,387 Ibs. Where P. = A,F, 0.67. 56.93 = 38,102 Ibs. M = M =SF SF c nc c mm c F = CbrOA(6e 6,)112 / Sf = 428.72 ksi F = CA6,S(j + Cs(j2 + 02(6e l 0.,))1/2) l (CT,S) = 261.9 ksi F = (CbII2Edivo) l (Sr(K,L„)2 = 1087.89 ksi Fe,min = 261.9 ksi Since. F,>= 2.78F F = (Set SS, i. e. F, = F, = 55 ksi reduced F = 1 - ((1 - Q) 12) • (F / F)Q • F = 52.2. ksi rM = 45,482 in -lbs M„, = 23,767 in -lbs M = M �b = 40,934 in-Ibs M�b = 21,390 in-Ibs PE = 1-12E1 / (K L )2 = 87,775 Ibs P = II2EI, l (ICA)2 2 = 407,109 Ibs a,. = (1 - (0))//),)) = 0.95 = (1 - (4eP / Pey)) = 0.99 P„ = (1.2 + 0.2Sds) • D + (0.85 + 0.2Sds) • P P„,applied = 5492 Ibs M„ = M = 13734 in-Ibs M.min Pmt = (1.2 • D) + (1.4 • P) = 9050 Ibs Pa sr l P = 9050 / 30050 = 0.3 Static Stress = 30% Since, P„/Pa>0.15 Stressl = P / Po +M l (4 4M ) + M, l (0 1,,) ((5492 / 24,021) + (13734 / 40.934)+ (1 / 21.390)) = 56% Stress2 = P / P + C M l (4 M a) + C ,M l (0,M ,a,) ((5492 / 32,387) + (0.'5 X13734 746,934 m'0.947)) + 5 • 1 / 21.390 • 0.989))) = 47% Stress3 = (1.2 + 0.2SDS)D + ((0.85 + 0.2Sos)P / 2) + EL / Poo 13948.167 / 32.387 = 43% ColumnStress = Max(Stressl, Stress2, Stress3, Static) = 56% (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) 3.98 x 2.72 - 0.089 SECTION PROPERTIES Depth 2.719 in. Width 3.984 in. 0.089 in. Radius 0.089 in. Area 0.914 in^2 AreaNet 0.727 in^2 Ix 2.027 in^4 • Sx 1.018 in^3 Sx net 0.871 in^3 Rx 1.489 in. Iy 0.805 in^4 Sy 0.455 in^3 Ry 0.939 in. J 0.002 in^4 CAA' 2.711 in" 6 Jx 2.55 in. Xo -2.124 in. Kx 1.7 Lx 82 in. Ky 1 Ly 24 in. Kt 0.8 Fyv 55 ksi Fuv 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 ii 1IN�C MATERIAL HANDLING; ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 19 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705 6 BEAM ANALYSIS A (144) Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.75 - (2 •0.063) - (2 •0.062) = 1.5 in. w/t = 1.5 / 0.063 = 23.81 R = (1.052 / k1/2) • (w/t) • (Fy/ E)1/2 = (1.052 / 2) • 23.81 • (55 / 29500)1/2 = 0.54 X <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = F, • (y, l y,) = 55 * 2.49 / 2.61 = 52.37 ksi f2(tension) = F, • (y, l y2) = 55 * 2.26 / 2.61 = 47.62 ksi `P = - (f1 / f1) = -(47.62 / 52.37) = -0.91 Buckling coefficient k = 4 + 2 • (1 - `1')3 + 2 • (1 -9P) =4+2(1 --0.91)3+2(1 •--0.91) = 21.74 Flat Depth w = yl + y3 = 2.26 + 2.49 = -4.75 w/t = 4.75/0.063 = 75.4 w/t < 200: OK X = (1.052 / k1"2) • (w/t) • (f / EY/2 = (1.052 / 2) • 75.397 • (52.37 / 29500)1/2 = 0.72 b1= w• (3-Y') = 5 • (3 - -0.91) = 18.57 b2 = w/2 = 2.38 bl + b2 = 18.57 + 18.57 = 20.94 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) = (11 / 2) • (0.062 + 0.063 / 2) = 0.147 Lf = effective width = 1.5 C = 2•Lc/Lf+2•L, = 2.0.147/1.5+2•L� = 0.1638 m = 0.192 • (F, / F,) -0.068 = 0.192 • (65 / 55) - 0.068 = 0.1589 B, = 3.69 • (F/F,)-0.819 • (Ff/F)2- 1.79 = 3.69 • (65 / 55) - 0.819 • (65 / 55)2 - 1.79 = 1.43 Fu/Fy=65/55 = 1 r/t = 0.062 / 0.063 = 0.984 < 1.2 <=7=OK FC = B, • F, l (r / t)m = 1.43.55 / (0.984)°' = 79 F,,_fop = C•F„+(1 -C)•F = 0.164.79+(1-0.164)•55 = 59 = FWI-fop •YCS l(A -YCg) = 59.2.39/(5.0-2.39) = 54 Vn-iJofrom 5 x 2.75 - 0.063 Top flange width C = 1.75 in. Bottom width B = 2.75 in. Web depth A = 5.0 in. Beam thickness t = 0.063 in. Radius r = 0.062 in. Fy = 55 Fu = 65 Y1 = 2.26 Y2 = 2.61 Y3 = 2.49 Ycg = 2.39 Ix = 2.91 Sx= 1.11 E = 29500 FBeam F = 360 Beam Length L = 144 SEIZMIC. MATERIAL f =RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage 17000 Southcenter Tukwila, WA 20 tchang 7/7/2017 2017070.5_6 BEAM ANALYSIS A (144) Check Allowable Tension Stress for Bottom Flange 1'/lange-bar =- B - (2 • r) - (2 • t) = 2.75 - (2.0.062) - (2 • 0.063) = 2.5 Cbottom = 2 'Lel (L flange -bot +, 2 • Lc) = 2 • 0.147 / (2.5 + 2 • 0.147) = 0.105 ' Fvc + (1 - Cbottom) • B., = 0.105 • 79 + (1 - 0.105) • 55 = 57.49 Fv-bottom = carom Fva = F _toy, = 58.88 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity Kerner _ $•M = W•L•S2•Rm/8 S2 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4.0.125 • PL) / PL For DL = 2% of PL: S2 = 1.2.0.02+1.4+1.4.0.125 = 1.6 Rm = 1 - ((2 • F • L) I (6 • E • Ix+ 3 • F • L)) = 1 - ((2 • 360 • 144) / (6 • 29500 • 2.91 + 3 • 360 • 144)) = 0.85 (1)•M = I¢•F •Sx = 62.29 in -kip W = •M •8•(#ofBeams) /(L•R•Q) = (62.29.8.2)/(144.0.85.1.6) = 5120 lbs/pair Check Deflection Capacity Amax = Ass Ra max =L/180 Rd= 1-(4•F•L)I(5•F•L+10•E•Ix) = 1 - (4 • 360. 144) / (5 • 360. 144 + 10 • 29500. 2.91) = 0.81 Ass = (5. 1,1/.L3)I (384 •E• J) LI180 = (5• W• L3•Rd)/(384•E•I •(#of Beams)) W = (384•E•I •2)/(180.5•L2•Rd) = (384 • 29500 • 2.91 • 2) / (180 • 5 • 1442 • 0.81) • 1000 = 4338lbs/pair .5 x 2.75 - 0.063 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 = 144 1.75 in. 2.75 in. 5.0 in. 0.063 in. 0.062 in. 55 65 2.26 2.61 2.49 2.39 2.91 1.11 29500 360 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91 724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Macy's Logistics International Storage_ 17000 Southcenter Tukwila. WA 21 tchang 7/7/2017 PROJECT#: 20170705_6 Mtatic=W/2 / 8 Allowable and Actual Bending Moment at Each Level Mrlowstaric u allowsmlic / 8 seismic= conn • Mllnw.seismicS Fh Level M static M allowstatic M • seismic M allowseirmic Result 1 23,400 39,042 5,738 39.042 Pass 2 23,400 39,042 6,921 39,042 Pass 3 23,400 39,042 4,749 39,042 Pass 4 23,400 39,042 3,768 39,042 Pass 5 23,400 39,042 • 2,507 39,042 Pass SEIZMI .. INC \!= MATERIAL HANDLING-ENGINEERING EST. 1985 -. TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 22 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 BEAM TO COLUMN ANALYSIS A (144) 1. Shear Strength of Tab Height of the Tab h = 0.6 in. Thickness of the Tab t, = 0.135 in. Ft, = 55000 psi C„ = 1.0 V = 0.6•F•Ax•Cy = 26731bs PShear = 4 • Tin = 0.9 • 2673 = 2405 lbs 2. Bearing Strength of Tab Thickness of the column t,0.09 in. Apb = h • to = 0.05 in Rn = 1.8 • F, • Apb = 5310.361bs PBear;ng = 4 • Rn = 0.75 • 5310.36 = 3982 lbs 3. Moment Strength of Bracket Edge Dist. = 1 in. Pin Spacing = 0 in. T, = = 0.179 in. Sc1ip = = 0.127 in.3 M = Se • Ft = 6985 in -lbs AISC G2-1 AISI J7 -1 AISI C3.1.1 -1 Mstrength = $M = 0.9 • M = 0.9 • Sabp • F, = 6286.5in-lbs c = 2.15 d = Edge Dist./2 = 0.5 in. Mstrength = C • d.• Pdip Pchp = Mstrength / (C • D) = 5837 lbs Minimum Value of P1 Governs F = Min(Pshear, PBeanng' PChp) = 2405 lbs Mc nnAAo, = (P •6.5)+(P,•(4.5/6.5)•4.5)+(PI•(2.5/6.5)•2.5)+(P,•(0.5/6.5)• 0.5 = /5530 in -lbs MATERIAL HANDLINENGINE G'E RING EST. 1985 .. TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage_ 17000 Southcenter Tukwila, WA 23 tchang 7/7/2017 20170705 6 BRACE ANALYSIS A (144) (Panel 5) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Strength Increase from Cold Work of Forming (Section A7.2) m = 0.192(F„,/F)-0.068 0.192 • (42 i36) - 0.068 = 0.16 B, = 3.69(F„/F)-0.819(Fy/Fw)2-1.79 3.69 • (42 / 36) - 0.819 • (42/36)2- 1.79 = 1.4 F,„ = BAF l (R / t)" 1.4 36 / (0.09 / 0.06)^0.16 = 47.32 A�ome. = (II / 4)((R + 1)2 - R)2) (3.14 / 4) • ((0.09 + 0.06)2 - 0.092) = 0.01 in2 assumed min. 4 corner elements C = 4 • A / Ag. 4 . 0.01 / 0.32 = 0.14 Fv.a = CF„ + (1 - C)F .r <= Fuv 0.14.47.32 + (1-- 0.14) • 36 = 37.61 ksi <= 42 ksi Fa is Min(FQ, F) . Thus Fv0 = 37.61 ksi r (Eq A7.2-4) (Eq A7.2-3) (Eq A7.2-2) (Eq A7.2-1) 2.756 x 1.378 x 0.06 SECTION PROPERTIES Depth 2.756 in. Width 1.378 in. t 0.06 in. Radius 0.09 in. Area 0.317 in^2 AreaNet 0.317 in^2 lx 0.381 in^4 Sx 0.276 in^3 Sx net 0.276 in^3 Rx 1.095 in. 1y 0.061 in^4 Sy 0.06 in^3 Ry 0.437 in. J 0 in^4 Cw 0.074 in^6 Jx 1.615 in. Xo -0.862 in. Kx _ 1 Lx 72 in. Ky 1 Ly 72 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 INC MATERIAL HANDLINGENGINEERING EST, 1985 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage 17000 Southcenter Tukwila, WA 24 tchang 7/7/2017 20170705 6 BRACE ANALYSIS A (144) (Panel 5) 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 •72/1.1 = 65.75 K •L IR 1 •72/0.44 = 164.87 1, 1, r KL / R max = 164.87 r0 = (r2+r2+ 02)1/2 (1.12 + 0.442 + -0.862)1/2 = 1.46 in. = 1-(xo/r0)2 1 - (-0.86 / 1.46)2 = 0.65 F,1 = II2E / (KL / r)max2 3.142 • 29500 / 164.872 = 10.711 ksi F„ = (1 / 23)((Gex + a) - ((6,x + 6)2 - (436,x0112) (1 / (2 • 0.65)((67.34 + 12.84) - ((67.34 + 12.84)2 - (4 • 0.65 • 67.34 • 12.84))112) = 11.943 ksi where, hex = 112E / (KLr / Rx)2 3.142 • 29500 / 164.872 = 67.342 ksi = 1 /A 02(GJ+ (II2ECw) / (KL )2) 1 / 0.32 • 1.462(11300 • 0.0004 + (3.142 • 29500. 0.07) / (0.8 • 72)2) = 12.839 ksi Thus, Fe = 10.711 ksi • = Aeff • F, X = (F,IF)1/2 gince X, >= 1.5, (37.61 / 10.711)1/2 = 1.874 F = (0.877 / (Xo2)) • F, = 9.393 Thus P = 2,981 lbs Pq = Y'n • (pc = 2,533 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 C4.1-3) 2.756 x 1.378 x 0.06 SECTION PROPERTIES Depth 2.756 in. Width 1.378 in. t 0.06 in. Radius 0.09 in. Area 0.317 in^2 AreaNet 0.317 in^2 Ix 0.381 in^4 Sx 0.276 in^3 Sx net 0.276 in^3 Rx 1.095 in. Iv 0.061 in^4 Sy 0.06 in^3 Ry 0.437 in. .1 Oin^4 Cw 0.074 in^6 Jx 1.615 in. Xo -0.862 in. Kx 1 Lx 72 in. Ky 1 Ly 72 in. Kt 0.8 Fvv 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 ZMil C 1, INC MATERIAL HANDLING7ENGINEERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage_ 17000 Southcenter Tukwila, WA 25 tchang 7/7/2017 20170705 6 BRACE ANALYSIS A (144) (Panel 5) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (SectionjC3.1.2) Pao = Pn0k 11.935 • 0.85 = 10,145 lbs. Where Pco = AeF 0.32 •37.61 = 11,935 lbs. M = 7M = SAF = S„u„F F = Cbra 9(ce1,6,)'"2 / Sr = 49.35 ksi F = CsA6,ro + CS(j2 + r02(ae l (5ex))U2) / (Cr r) = 9.39 ksi F = (CbII2Ed1 C) l (S,(K„L,)2 = 33.92 ksi F .mm = 9.39 ksi Since, F <= 0.56F, F=F= 9.39 ksi reduced Fe efi = 1 - ((1 - Q) l 2) • (F l F)° • F = 9.4 ksi M = 2,595 in -lbs M cpb = 2,336 in -lbs M , = 567 in -lbs M vin = 510 in -lbs PFx = II2E1 / (K.4)2 = 21,3701bs PE1, = 112E13,1 (Kl,L)2 = 3,398 lbs Max Pp = 2,981 lbs V„,„„, ms 1,126 lbs LD;ag = ((L - 6)2 + (D - 2B)2)"2 = 72.39 in. 171)„,g = (1/7tans 4,,g) l D = 1915.27 lbs. Brace Stress =i pqg / Po = 64% M = Mmin (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) 2.756 x 1.378 x 0.06 SECTION PROPERTIES Depth 2.756 in. Width 1.378 in. t 0.06 in. Radius 0.09 in. Area 0.317 in^2 AreaNet 0.317 in^2 lx 0.381 in^4 Sx 0.276 in^3 Sx net 0.276 in^3 Rx 1.095 in. ly 0.061 in^4 Sv 0.06 in^3 Ry 0.437 in. .1 0 in^4 Cw 0.074 in^6 ix 1.615 in. Xo -0.862 in. Kx 1 Lx 72 in. Kv 1 72 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 SEIZMI MATERIAL HANDLING.-ENGRING EST. 1985 :..INEE TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: Macy's Logistics International Storage_ 17000 Southcenter Tukwila. WA 26 tchang DATE: 7/7/2017 PROJECT#: 20170705_6 POST -INSTALLED ANCHOR ANALYSIS PER ACI 310-14, CHAPTER 17 Assumed cracked concrete application Anchor Type ICC Report Number Slab Thickness (h) Min. Slab Thickness (hm;) Concrete Strength (f) Diameter (d) Nominal Embedment (hnom) Effective Embedment (hey) Number of Anchors (n) e'N e'V From ICC ESR Report A se uta Smm. C„,„, N p.cr Tension Capacity = 2047 lbs Shear Capacity = 3571 lbs Configuration a A (144) 1/2" dia, 3.25" hef, 6" min. slab ESR -1917 = 6 in. C = 12 = 6 in. Cal = 12 = 4000 in. = 0.5 in. = 3.5 in. = 3.25 in. =2 =0 =0 = 0.101 sq.in. = 106000 psi = 2.375 in. = 2.375 in. = 7.5 in. = 4915 in. 0.75 0.75 S,=0in. S2 = 0 in. 1.5 • hef useCa1 adj useCa2 adj 3• hef useSJ adj = 0 in. useS2 adj = 0 in. = 4.875 in. = 4.875 in. = 4.875 in. = 9.75 in. Adj. Strength 1535 lbs 2678 lbs MATERIAL HANDLING ENGINEERING EST. 1985 _w TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 27 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 ANCHOR ANALYSIS - TENSION STRENGTH 'Configuration 1 A (144) Steel Strength D.5.1 = 0.75 D.4.3. a) i) ON„ = 4)nASJto = 0.75 •2 •0.101 • 106000 = 16,059 Ibs D.2 Concrete Breakout Strength 4)N bg D.5.2 = 0.65 ANc = (CQ,.QaJ + SI.Qd� + 1.5hcf) • (CQ2Qd)+ S201 + 1.5he f) = 95.063 sq.in. ANcO = 9hcf = 95.063 sq.in. Check if ANco > AN, ANc l ANco = 1.0 1 ec.N = 1 D.5.2.4 'I'edN = 1 D.5.2.5 `Pc,N = 1 D.5.2.6 kc=17 D.5.2.2 = 1 N = k 2L (f)° 5(h,j)15 = 6,299 lbs D.6 `YcPN = 1 D.5.2.7 4Ncbg = 0(ANc/ANco)(1eaN)CPd.N)(Pc,N)(tFc0,)(Nb) D.5.2.1 0.65 • (95.063 / 95.063).• 1 • 1 • 1 • 1 • 6299 = 4,094 lbs D.4.3 c) ii) Condition B Category 1 Pullout Strength 4)N„ D.5.3 4) = 0.65 1 D.5.2 cp = 1 D.5.3.6 ON, =cpN cel / 2500)05 = 8,082 Ibs D.5.3.1 Steel Strength (4)NJ = 16,059 Ibs Embedment Strength - Concrete Breakout Strength (4)N bg) = 4,094 Ibs Embedment Strength - Pullout Strength (4)N,) = 8,082 Ibs MATERIAL HANDLINGENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila. WA SHEET#: 28 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 ANCHOR ANALYSIS SHEAR STRENGTH Configuration 1 A (144) Steel Strength 4)I V , = 5495 / Anchor -- per report D.6.1 = 0.65 D.4.3. a) ii) �V Q = On • V q = 0.65 • 2 • 5495 = 7,144 Ibs D.28 Concrete Breakout Strength 4)V bg = 0.7 AVc = (1.5Cq, + SJ.adJ + 1.5Cp,)hp = 216 sq.in. Avco = 3Calh = 216 sq.in. D.6.2 D.4.3 c) i) Condition B Check ifAVco>AVc AVc/Avco = 1.0 = 1 D.6.2.5 Y'edv = 0.9 D.6.2.6 = 1 D.6.2.7 IPh, V = 1.732 D.6.2.8 d= 0.5 in. D.6.2.2 = 0.5 in. D.3.6 = 1 The smaller of 7(4 / d)02(d)°.5) (f)° 5. ,1-5 and 9a(f)0.5 15 �vbg = (xAvc/A1rco)(41ec.v)('ea�0(fh.v)(V) 0.7 • (216 / 216) • 1 • 0.9 - 1 • 1.732. 14,948 = 16,311 Ibs = 14,948 lbs D.33, D.34 D.5.2.1 Pryout Strength 4i crg D.6.3 = 0.7 D.4.3 c) i) Condition B Kw = 2 D.5.3.6 Ng = 6,298 Ibs D.5.3.1 41V pg = 41Kq,Acbg = 0.7 •2 •6298 = 8,817 Ibs D.6.3.1 Steel Strength (4)T') = 7,144 Ibs Embedment Strength - Concrete Breakout Strength (0I/cbg) = 16,311 Ibs Embedment Strength - Pryout Strength (4)V pg) = 8,817 Ibs TEL:(909)869-0989 1130 E. CYPRESS ST: COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Macy's Logistics International Storage 17000 Southcenter Tukwila, WA 29 tchang 7/7/2017 20170705 6 OVERTURNING ANALYSIS A (144) 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 = 125001bs. Wdl = 500Ibs. Wpr • 67% = 12500 • 0.67 = 83751bs. _ (2/3 • 1 • 1.45 • 1 • ((0.67 • 8375) + 500)) / 4 = 14761bs. M v, = Paan, • Ht = 1476 • 197 = 290772 in -lbs M, = E(WPr + Wal) -d= (8375 + 500) • 48 = 213000 in -lbs Punr;n = 1 • (Mos,- Ms) / d = (290,772 - 213,000) / 48 = 1,620 lbs PMathown = 1 • (M v, + M.,) / d = (290,772 + 213,000) / 48 = 10495 lbs TOP SHELF LOADED Shear = 725 Ibs M v, = i iop • Ht = 725 • (240 + ((48 - 10) / 2)) = 187775 in -lbs M, = E(WWi + Wdr)•d = (2500 + 500) • 48 = 72000 in -lbs Puprh = 1 • (Mos,- M) / d = (187.775 - 72.000) / 48 = 2,411 lbs ANCHORS No. of Anchors : 2 Pull Out Capacity : 1535 lbs Shear Capacity : 2678 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded Seismic UpLift Critical (L047B) = ((1620 / 2) / 1535) + ((1476 / 4)) / 2678) = ((2411 / 2) / 1535) + ((725 / 4)) l 2678) = ((2910 / 2) / 1535) / 1 CROSS AISLE ELEVATION = 0.67 = 0.85 = 0.95 EIZMI T ZINC 'N MATERIAL HANDLINE G GiNEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: Macy's Logistics International Storage_ 17000 Southcenter Tukwila, WA 30 tchang DATE: 7/7/2017 PROJECT#: 20170705_6 BASE PLATE ANALYSIS A (144) 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 Poi = 6500 Ibs MB = 1995 in -lbs P/A = Poor l (D • B) = 6500 lbs / (6.1 • 4.2) = 253.71 psi fb = MBbe / (D • B2 / 6) = 1995 / (4.2 • 6.12 / 6) = 76.59 psi 42 = fb • (2 • b1 l B) = 76.59 • (2 • 1.06 / 6.1) = 26.57 psi fbl = f fb2 = 76.59 - 26.57 psi = 50.02 psi Mb = wb,2 / 2 = (b12 / 2) • (fa +fbi + 0.67 • f 2) = (1.062 / 2) • (253.71 + 50.02 + 0.67 •26.57) = 179.91 in-Ibs SBQSe = (B • t2) l 6 = 0.04 sq.in. Fe. = 0.75 • F = 27000 psi f / F = Mb l (SBoSe • Fik.,) = 179.91 / (0.04 • 27000) = 0.18 b1 b b1 1 A Plate width B Plate depth D Plate thickness t Column width b bl 6.1 in. 4.2 in. 0.19 in. 3.984 in. 1.058 in. — 1b2 — 1b 1 INC MATERIAL HANDLINGENGINEERING • EST: 1965 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Macy's Logistics FOR: International Storage_ ADDRESS: 17000 Southcenter Tukwila, WA SHEET#: 31 CALCULATED BY: tchang DATE: 7/7/2017 PROJECT#: 20170705_6 SLAB AND SOIL ANALYSIS A (144) Psmric = 6500 Ibs P = 6057 Ibs Mot = 290772 in -lbs Pmax (1.2 + 0.2Sos)D + ((0.85 + 0.2S„s)P / 2) + EL = 14,373 Ibs Slab Check =7.5•(f)1/22=474psi d, req'd = (P,,, l (4 • 1.72 ((k, • r, l ee) •.104 + 3.6) .4'1)112 = 2.726 in. b = (e,•d,req'd3I(12•(1-µ2)•k))114 = 18.785in. b, req'd = 1.5 • b = 28 in. br q J = (15, dius) P Base Plate Width B Depth W Frame 6.1 in. 4.2 in. Frame depth d 48 in. Concrete Thickness t 6 in. fc 4000 psi 0.6 1 ks 50 r, 2.53 e,, 3604996 Soil fsoil 1000 psf 3/1/2018 City of Tukwila Department of Community Development GINA ALLEN 8321 BRISTOL CT ROWLETT, TX 75089 RE: Permit No. D17-0216 MACY'S LOGISTICS Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current redords, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/30/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates al new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/30/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0216 6300 Southcenter Boulevard Suite 1#100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 COMMIT COCflD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0216 DATE: 08/14/17 PROJECT NAME: MACY'S LOGISTICS SITE ADDRESS: 17000 SOUTHCENTER PKWY X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 3--lSl 11 C - Building Division Public Works M kc --17 Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 08/15/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) r=/ 09/12/17 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW ❑ ' Staff Initials: 12/18/2013 HEATLEY INSTALLATIONS Ifornr Ji,Spa�'ai�l Contziet Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries A -` Uncles tieip Page 1 of 2 My L& l Workplace Rights Trades & Licensing HEATLEY INSTALLATIONS Owner or tradesperson Principals HEATLEY, THOMAS L JR, OWNER Doing business as HEATLEY INSTALLATIONS WA UBI No. 604 132 394 611 MOUNT ZION RD GLEASON, TN 38229 731.336.2948 Business type Individual License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. LICenSe specialties INST EQUIP/STAT FURN/LAB T/LO License 00 HEATLI*833M1 Effective --- expiration 07/31/2017— 07/31/2019 Bond Western Surety Co Bond account no. 63243269 $6,000.00 Received by l -.&I Effective date 07/18/2017 06/16/2017 Expiration date Until Canceled Insurance Selective Ins Co of America $1,000,000.00 Policy 00. S2258161 Received by L.&I Effective date 07/31/2017 05/16/2017 Expiration date 05/16/2018 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. � I https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604132394&LIC=HEATLI* 833M 1 &SAW= 9/7/2017 Help us improve HEATLEY INSTALLATIONS IWorkers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 647.820-00 Recently opened account. No premiums due yet. Doing business as HEATLEY INSTALLATIONS Estimated workers reported N/A L&I account contact T1 / JAN BENTLEY (360)902-4652 - Email: STR0235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington, Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604132394&LIC=HEATLI* 833M 1 &SAW= 9/7/2017 17000 SOUTHCENTER P TUKWILA, WA. 98188 STORAGE RACK INSTALLATION VICINITY MAP ENGINEER CODE USED IN DESIGN SCOPE OF WORK SCHEDULE OF DOCUMENTS SAL E. FATEEN SEIZMIC ENGINEERING, INC. 1130 E. CYPRESS STREET COVINA, CA. 91724 TEL: (909) 869-0989 DESIGNED PER SECTION 2209 OF THE 2015 IBC Fa= 1.0&Ss= 1.45 INSTALLATION OF INTERIOR STORAGE RACKS IN AN EXISTING WAREHOUSE TABLE OF CONTENTS 1. DRAWING No. 17-1353 TABLE OF CONTENTS 2. DRAWING No. 17-1353-A LAYOUT & EGRESS 3. DRAWING No. 17-1353-B STORAGE RACK DETAILS It 1,14% D�l- ori lc plan review approval is subject to errors and omi Approval of construction documents does not the violation of any of approved Field ;;,i I ti and I is ackn :�rfb.ir� By Date: 2v17 City of Tukwila ' r BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building tDivisicn. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 30 2017 City of Tukwila BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: O4Qlcchanical Q- ectrical @i'lumbing lamas Piping City of Tukwila B1 PL_ I cG DIVISION .r—aa... 3 o_ ao1a RECEIVED CITY OF TUKWILA AUG ri 1 2017 PERMIT CENTER Lu W cc f� V C C DESCRIPTION I II SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. m Covina, California 91724 Tel.(909)869-0989 DRAWN BY: J.S./T.C. DATE LAST REV. BY: REV. DATE: TYPE: SCALE: N.T.S. „CCCC EXPIRES 04-12-2018 DESCRIPTION: TABLE OF CONTENTS DRAWING NUMBER: 17-1353 II SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tel.(909)869-0989 DRAWN BY: J.S./T.C. DATE: 07/03/17 LAST REV. BY: REV. DATE: TYPE: SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2018 DESCRIPTION: TABLE OF CONTENTS DRAWING NUMBER: 17-1353 (SR 2x4) 8+4 10 BAYS 9 8'c/c (SR 2x4) 8+4 0 8'c/c (SR 2x4) B+3 LEVELS (IL -SINGLE UPRiblif) 12 BAYS 0 8+2 (99') 8'-3'c% 10 BAYS 0 8'c/c (1-SINCLE UPREHI) 12 BAYS 0 B+2 (99') 8'-3'c/c 91724 (SR 2x4) B+3 LEVELS (80') (88') 10 BAYS 0 8'c/c 2 0 4'c/c - 91724 TeI.(909)869-0989 (SR 2x4) 8+4 LE1eS (88') (SR 2x4) 8+3 EVES (80') 10 BAYS 9 8'c/c ccLij (SR 244) 8+3 0 8'c/c SR 2x4 8+4 .EVELS 80' 10 BAYS 08cc (IL -SINGLE UPR 12 BAYS 0 '3111) 8+2 (99') 8'-3'c/c (IL -SINGLE UPRII3H) B+2 (99') —12BAYS13- c c (SR 2x4) 8+4 (SR 2x4) B+4 DEB (80') 10 BAYS 0 8'% 11 2 0 4'c/c 10 BAYS 0 8'c/c (IL -SINGLE UPR B+2 (99') 12 BAYS d 8'-3'c/c (SR 2x4) 8+4 10 BAYS 0 8'c% + 2 0 4'c/c (SR 2x4) 8+4 0 8'c/c (SR 2x4) 8+4 LEVELS (88') (88') 10 BAYS 0 8'c/c 4 2 0 4'c/c 2 0 4'c/c - 91724 TeI.(909)869-0989 (SR 2x4) 8+4 LE1eS (88') 10 BAYS 0 8'c/c i) 204'% r 10 BAYS 0 8'c/c 11 2 0 4'c/c TYPE: INT./MEC. SCALE: N.T.S. ccLij (SR 2x4) B+4 LE €LS (88') (88) 10 BAYS 08'c%4204'% 1 10 BAYS 0 8'c/c 4 10 BAYS 1 'c 11 BAYS 8c c (SR 2x4) B+4 0 8'% (SR 2x4) 8+4 0 B'c/c (SR 2x4) B+4 _EVELS (88') 11 BAYS 0 8'c/c 11 BAYS 0 11 BAYS 0 8c (SR 2x4) 8+4 LE\ S 10 BAYS 0 8'c/c 4 '-0t CTT—IST ®I- R; A 8 v --2i CTT- -p-a�__Ir—���J ��_=�J y _= J C--TI5AN75 er-gc�. ;-o-?y`T=iJ 1 0 4'c/c 11 BAYS 0 (NEW) e4 (83') _ 8 BAYS 12'-4'c/ + 108' 4'c/c - - 11 BAYS 0 RT & UGGER AISLE 8+49331__] 1 =4V7+ -e ] ;AT -011-1 8+4 Lel ] 'BA T T2 =47e '-8'- ] E� 8+4933--] �!-HA T T2' c c �r ] --Mb8+4 DA—_] • AUG 3 0 2017 ADDRESS: V DESCRIPTION (SR 2x4) 8+4 (88') SEIZMIC 10 BAYS 0 8'% 2 0 4'c/c - 91724 TeI.(909)869-0989 DRAWN BY: J.S./T.C. (SR 2x4) 8+4 (88') 10 BAYS 0 8'c/c 11 2 0 4'c/c TYPE: INT./MEC. SCALE: N.T.S. ccLij a<<a (SR 2x4) 8+4 LE1ELS (88) 1 10 BAYS 0 8'c/c 4 2 0 4'c/c 10 BAYS 1 'c 11 BAYS 8c c (SR 2x4) B+4 0 8'% (SR 2x4) 8+4 0 B'c/c (SR 2x4) B+4 _EVELS (88') 11 BAYS 0 8'c/c 11 BAYS 0 11 BAYS 0 8c (SR 2x4) 8+4 LE\ S 10 BAYS 0 8'c/c 4 '-0t CTT—IST ®I- R; A 8 v --2i CTT- -p-a�__Ir—���J ��_=�J y _= J C--TI5AN75 er-gc�. ;-o-?y`T=iJ 1 0 4'c/c 11 BAYS 0 (NEW) e4 (83') _ 8 BAYS 12'-4'c/ + 108' 4'c/c - - 11 BAYS 0 RT & UGGER AISLE 8+49331__] 1 =4V7+ -e ] ;AT -011-1 8+4 Lel ] 'BA T T2 =47e '-8'- ] E� 8+4933--] �!-HA T T2' c c �r ] --Mb8+4 DA—_] • AUG 3 0 2017 ADDRESS: V DESCRIPTION (SR 2x4) 8+4 (88) SEIZMIC 10 BAYS 0 8'c/c 2 0 4'c/c - 91724 TeI.(909)869-0989 DRAWN BY: J.S./T.C. (SR 2x4) B+4 (88) 10 BAYS 0 8'c/c +I 2 0 4'c/c TYPE: INT./MEC. SCALE: N.T.S. ccLij a<<a (SR 2x4) 8+4 LE\ELS (88') 10 BAYS 0 8'% + 2 0 4'c/c 10 BAYS 1 'c 11 BAYS 8c c (SR 2x4) B+4 0 8'% (SR 2x4) 8+4 0 B'c/c (SR 2x4) B+4 _EVELS (88') 11 BAYS 0 8'c/c 11 BAYS 0 11 BAYS 0 8c (SR 2x4) 8+4 LE\ S 10 BAYS 0 8'c/c 4 '-0t CTT—IST ®I- R; A 8 v --2i CTT- -p-a�__Ir—���J ��_=�J y _= J C--TI5AN75 er-gc�. ;-o-?y`T=iJ 1 0 4'c/c 11 BAYS 0 (NEW) e4 (83') _ 8 BAYS 12'-4'c/ + 108' 4'c/c - - 11 BAYS 0 RT & UGGER AISLE 8+49331__] 1 =4V7+ -e ] ;AT -011-1 8+4 Lel ] 'BA T T2 =47e '-8'- ] E� 8+4933--] �!-HA T T2' c c �r ] --Mb8+4 DA—_] • AUG 3 0 2017 ADDRESS: V DESCRIPTION REVISED LAYOUT & ADDED EGRESS EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. - 91724 TeI.(909)869-0989 DRAWN BY: J.S./T.C. DATE 07/24/17 REV. DATE: TYPE: INT./MEC. SCALE: N.T.S. ccLij a<<a City of Tukwila BUILDING DIVISION EGRESS LEGEND SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 TeI.(909)869-0989 DRAWN BY: J.S./T.C. DATE: 07/03/17 LAST REV. BY: REV. DATE: TYPE: INT./MEC. SCALE: N.T.S. APRV'D BY: SAL E. FATEEN City of Tukwila BUILDING DIVISION EGRESS LEGEND PATH TRAVEL DIST. A 462 FT. B 357 FT. C 379 FT. D 269 FT. EXPIRES 04-12-2018 RECEIVED ITY OF TUKWILA AUG 1 1 2017 PERMIT CENTER — — — — - DENOTES PATH OF TRAVEL - DENOTES ILLUMINATED EXIT SIGN DESCRIPTION: LAYOUT & EGRESS DRAWING NUMBER: 17-1353-A ai cc V DESCRIPTION SEIZMIC EST. 1985 SEIZMIC 0" ► 3.97" " % 3.97 DRAWN BY: J.S./T.C. DATE NOTES: 1. DESIGNED PER SECTION Fa = 1.0 & Ss = 1.45 2. STORAGE CAPACITY: ASTM A1011 FOR SHAPE 4. ALL BOLTS: A307 (UNLESS 5. ANCHORS: HILT! KWIK 6. PERIODIC SPECIAL INSPECTION ANCHOR 7. CONCRETE: 6' THICK 8. SUB GRADE REACTION: TYPE TYPE T TYPE TYPE Ox 2209 OF A B C D F Fy = 55,000 OTHERWISE BOLT TZ, ICC IS N. 4,000 PSI. 50 PCI. . APR -L'.rMM!:we:itblz.". THE 2015 =2,500# =2,500# =2,000# =3,000# =2,000# PSI #ESR REQUIRED .. .,i..... GRADE NOTED). -1917. AO. t IBC. 2010 r : 'City PER PER PER PER PER 55. DURING •.f:f LEVEL. LEVEL. LEVEL. LEVEL. LEVEL. 0441, l/Aii:• . \ � • \ / \ J 0 13 GA. frill 3 GA. O r ATTACH W/ (2) 3/8"0 x 1" BOLT9 (GRADE 5) 0 0 �Y 4 2 /32" U ATTACH COLUMN TO BASE PLATE W/ © 13. 1/2"0 ANCHOR 2 3/4 0 11 0 „ 5/16"0 BOLTS TYP SLAB ON GRADE ,;, ,, (8) �_ i I \' �\ �^ ' r�i ����\ ��\fi• ll � ' \ �� I WASHER CLIPS sl 0 9/16 0 (4) PLCS .< ' •. _ i1 fid: a !j' ate' : - •d d :.;' 4: 4. • • _'3 1/2' MIN. ' A EMB NT. ! '� f 1. • GA. / , 1 3/8" Ct \ /1 l`lll 13/32" d .4 d • a•'• o . d 4 AP ROX. e / , 6 3/32" 5/8T7704 9/32" 9 GA. 7 9/32" 13/16" C) 3/16" 3/16" 5 1/ =UCII jipii=11=1i__. Engrg Hp- SOIL •gym.- ANCHORS REQ'D i, 1 II II"I1 ' PER BASE PLATE X/ \ �/ USE AT TYPE A, USE AT ALLTYPESF&C (2) ATTACH W/ (1) 5/16'0 X 3" GR. 5 BOLT A1 BASE PLATE B BASE PLATE c-� TYPICAL BRACE TO COLUMN CONNECTION �A COLUMN �B COLUMN JH AN COR HORIZONTAL & DIAGONAL BRACE <TYP. r TYP. -1 5/8" 1/8"V 1 3/4"1 "-/ t1 5/8"1 1 /8" 3/4"1"0 \� It / Q 1" ci 1" 1 /8" 0 0 Q „ 15GA. 321/32 Q lJ' 5 I l u O I (, '� .II co 0 -i '.-3 D 6A iu \\ - , 7�0 � 56 o►� 111 __ 7 GA. 44' 4' 3 5/16"-- O to u � � TYP.� , 1/8 V 6B v ® 7 GA. 1+ 1' 4 kiio 0TYP. 3 5/16" 0 USE AT 96" WIDE BAYS USE AT 144" WIDE BAYS 1/8" V 10 � 6A CONNECTOR B1 CONNECTOR 0 '' ©© TYPICAL BEAM TO COLUMN CONNECTION KP A BEAM �B� BEAM J GENERAL CONFIGURATION X36", 48", 72" - 1 5." 1 ,.. • tI 312" 64"REVIEWED SEE DRAWING 17-1353-A FOR ELEVATIONS FOR 'CODE COMPLIANCE APPROVED AUG302017 of Tukwila BUILDING DIVISION 24" 24" RECEIVED CITY OF TUKWILA rJU1I1 PERMIT CENTER n.r. oi 2017 6 24" 24" E SIDE VIEW (TYPICAL) ,_ _. STORAGE RACK ELEVATIONS ai cc V DESCRIPTION SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. m Covina, California 91724 Tei.(909)869-0989 DRAWN BY: J.S./T.C. DATE LAST REV. BY: REV. DATE: TYPE: INT./MEC. SCALE: N.T.S. k «« EXPIRES 04-12-2018 DESCRIPTION: STO RAG E RACK DETAILS DRAWING NUMBER: 17-1353-B SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tei.(909)869-0989 DRAWN BY: J.S./T.C. DATE: 07/03/17 LAST REV. BY: REV. DATE: TYPE: INT./MEC. SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2018 DESCRIPTION: STO RAG E RACK DETAILS DRAWING NUMBER: 17-1353-B