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Permit D17-0088 - SEFNCO - STORAGE RACKS
SEFNCO 18338 ANDOVER PARK W D17-0088 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 3523049018 Permit Number: D17-0088 18338 ANDOVER PARK W Project Name: SEFNCO Issue Date: Permit Expires On: 5/26/2017 11/22/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: LIT INDUSTRIAL LIMITED PART 1717 MCKINNEY AVE STE 1900 , DALLAS, OR, 75202 BARRY THOMAS 11100 NW GORDON RD, NORTH PLAINS, OR, 97133 SUPERIOR QUALITY INSTLN INC 15021 ST ANDREWS DR , OREGON CITY, OR, 97045 SUPERQI862L7 SEFNCO 18338 ANDOVER PARK W , TUKWILA, WA, 98188 Phone: (503) 640-5666 Phone: (503) 572-6379 Expiration Date: 1/3/2019 DESCRIPTION OF WORK: INSTALL 25 BAYS OF PALLET RACK. 21 BAYS @ 12' HIGH AND 4 BAYS AT 8' HIGH Project Valuation: $15,748.78 Type of Fire Protection: Sprinklers: Fire Alarm: YES Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $725.96 Occupancy per IBC: 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: 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: Date: J` 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 pe it and agree to the conditions attached to this permit. Signature: "v" `"W r� j�vw,cDate: )7 Print Name: OVV/ta 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: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: 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. 6: 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. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. O 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 13: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 10: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 11: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 12: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 14: Maintain fire extinguisher coverage throughout. 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) 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) 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: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one-hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4) 20: 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) 21: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: 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 0409 FRAMING 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov col( Z o' (131- 307CONSTRUCTION Building Permit No. Project No. Date Application Accepted: Date Application Expires: 1 0 f or o ice use on 11 PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION r �/ O �i King Co Assessor's Tax No.: / 'i J Site Address: l� k `� U'eti el plc LAJ Suite Number: Floor: (g1/4 tk,119g'1t ir Tenant Name :5e3rico PROPERTY OWNER r� Name: LIT I n'r''�u � U -�mil Q& iu vivtl Address: CI CsgCeL .lin 6. 3 C.. cjan r Cue- ow r- `2 041 S' Vs d A•v.[..f►t t.¢. Socstrhi Si -e_ 2.10 State: ofir Zip:chmq City: KcA 2 CONTACT PERSON — person receiving all project communication Name: Bat 01 --Aitirr, if Address: t 1100 NW 6-orcl wo PSG City:f i State: It Zi it, � 1R S f% p: 91/7? Phone:s03.6 40 —5.6,66 Fax: 6'u3- (r Yv - 3i 21 Email: b n tov4 C cpec41!aCfr..wpsi•, lulu GENERAL CONTRACTOR INFORMATION Company Name: < Cc.n S & "l f 1 k� sfIQ j1 L Company Name:if ,. ` . frPs (I a 41 C Yl Address: 5021 3 At‘il ire p2 City: Cp, ,/)' . Stat & . Zip:970 - T Phone: 3 1" F4601_ 4,371: Contr Reg No.:.. e e I Of 76aL)Vcp Date: e _ zn I C/ Tukwila Business/License No.: 6 LOC , I -o 5-1- \ Applications \ Forms -Applications \Applications\Forms-Applications On Line \2011 Applications\1'ermn Application Revised - 8-9-I I.doex Revised: August 2011 hh New Tenant: Yes ❑..No ARCHITECT OF RECORD Company Name: < Cc.n S & "l f 1 k� sfIQ j1 L Architect Name: Address pU 60e l ii City:State: Zip: n , cd u,w at.Z �� �l Phone: Fax: s�3 503._793- it11r -6a- /167( Email: ` pt1 r ch el u Ij� `',&s ixy eotsiic'i/uv, ENGINEER OF RECORD Company Name: 914.(de-1-," ax C iiit c.f. Engineer Name: fist /I t U L uq S $ Au c Address: l rl S w Q E, r( -T /1 City: Le( uegive, State: e A Zip: q71 d Phone: Sof. S%,6-135— 1 -Fax: 9o,, y6— %[b°t, Email: bybco? 5cooiric =N'el LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Q Cisz �t1C 0 Address: (-3 3 4 Aw c10 0 e v- //L W City: ( /c.)�4 wt�1 State: `,v Zip: A�y t Page 1 of 4 BUILDING PERMIT INFORMATIOri— 216-431-3670 Valuation of Project (contractor's bid price) S27 4 r 7T Existing Building Valuation: $ Describe the scope of wo 1 lease provide ailed information): Tt454411/ {-' ,,. t, I i3 G /: t44 4 iS44 1 iI Will there be new rack storage? ....Yes D.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: - Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers Automatic Fire Alarm ❑ 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 of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies' of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \201 1 Applications\Permit Application Revised - 8.9-1 I.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 2nd Floor - 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: - Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers Automatic Fire Alarm ❑ 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 of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies' of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \201 1 Applications\Permit Application Revised - 8.9-1 I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INF(MATION — 206-433-0179 Scope of Work (please provide detailed information): Ai 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 0 .. Highline 0 .. Renton Sewer District ❑ ...Tukwila 0..: Valley View • 0 .. Renton ❑ .. Sean ❑ ...Sewer Use Certificate Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design ..proved by King County Health Department. ❑...Sewer Availability Provided Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size - 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnic Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) 0 .. Mainten• ce Agreement(s) 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) 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 .ter ❑ Right-of-way Use - Profit for Tess than 72 hours Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage 0 .. Aaandon Septic Tank ❑..'urbCut .. Pavement Cut .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Permanent Water Meter Size.. WO # ❑ ...Temporary Water Meter Siz, WO # 0 ...Water Only Meter Size WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11 .docx Revised: August 2011 bh Pagc 3 of4 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 1 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 NER OR A ORIZED AGENT: r 1 Signature C 'A as M n& +) a' for LIT Dater /13/ 17 Print Name: f12.(1(,S 179/1' Day Telephone: V 3 " 3 4 P- °P%-�� Mailing Address: 26.1 / 5 —72" AILS.; he. 2,05V Slb f� moi' \N� qp s2 City • State Zip ,97 I1: Applications\Forms-Applications On Line\2011 ApplicationsTermit Application Revised - 8-9-11 .docz Revised: August 2011 hh Pagc 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS 1 ACCOUNT I PermitTRAK QUANTITY I PAID $725.96 D17-0088 Address: 18338 ANDOVER PARK W Apn: 3523049018 $725.96 Credit Card Fee $21.14 Credit Card Fee R000.369.908.00.00 1 0.00 I $21.14 DEVELOPMENT $684.22 PERMIT FEE R000.322.100.00.00 0.00 $411.95 PLAN CHECK FEE R000.345.830.00.00 0.00 $267.77 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $20.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11262 R000.322.900.04.00 0.00 $20.60 $725.96 Date Paid: Thursday, April 13, 2017 Paid By: BARCLAY THOMAS Pay Method: CREDIT CARD 313195 Printed: Thursday, April 13, 2017 11:59 AM 1 of 1 CRSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 P17—o0S6 Project: SitriVCC): Type of Inspection: titOJ» ANA -t_ Address:�j /6336 A iiR % K 1V Date Called: Special Instructions: RACK iH 3---- &LIGHT- L! wtrr- B, 1-5 P Date Wanted: a.m.' P.m. Requester: �Ca 7`I Phone No: 2,5;5- 'Z9 - Z2C2Z7 ElApproved per applicable codes. ECorrections required prior to approval. COMMENTS: K Poli -D Me- FMitt— Inspector: Date: /e)- -/7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ib 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 7—o 082) Project: 5' i= FN C_O Type of Inspection: $01-11 iy& f1 -L Address: 083?8 /4[Y L/6R PPK, V), Date Called: Special Instructions: Date Wanted: it) --/2.--/7 - beer-46--Abit-- 414)017A-- arvi4eal p.m. Requester: Phone No: Approved per applicable codes. wi Corrections required prior to approval. COMMENTS: i /4/14W AZ- 0,1061,47-- Li m T gleks' 0d 7; - beer-46--Abit-- 414)017A-- arvi4eal Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 7 Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P iling S teel S oils Wood October 11, 2017 File No. 17-685 Building Official City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Address: Permit: SEFNCO 18336 Andover Park W. D17=0088 A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCEPTED LABORATORY This is to advise you that special inspections are completed on the above referenced project. The following inspection was required and a copy of our inspection report is .attached: 1. Proprietary anchor installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC.. -KiintareA,LeiA ndersory Kimberle Anderson President CC: Speedrack West -Bill Loftis RECEIVED CITY OF TUKWILI.. OCT 1.1 2017 PERMIT CENTER Tel (425) 881-5812.: Fax (425) 881-5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073. Field Report A.A.R..Testing Laborat ry I c 7126 180th Ave.N E z Phone 425.88'1.58.12 Fax 425 Client: Speedrack West 1458 N.E. 25th Ave. Hillsboro, OR 97124 Contact: Bill Loftis Report #: 71970 C101; R dmond, WA"98052" Project Number: 17-685 Permit #: D17-0088 Project Name: SEFNCO Address: 18336 Andover Park W. Inspection Performed: Proprietary Anchors Date: 10/9/2017 Time: Temperature: On site for anchor inspection. Verified anchor to be Hilti KB -TZ, 1/2" x 5 1/2'. Verified minimum embedment of 3 1/4". Torque was tested with calibrated wrench and was found meeting the 40 ft. Ib. requirement. All work for racking noted on sheet A1.0 was found in conformance with approved plans and appears in conformance with manufacturer's recommendations and ESR #1917. RECEIVED CITY OF TUKWILA OCT 1 1 2017 PERMIT CENTER Distribution: SZ Distribute Client ❑ Distribute Contractor Distribute Engineer 0 Distribute Owner Distribute Municipality 0 Distribute Other Distribute Architect [] Distribute Other Inspector: Chandler, Loren 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 Structural Cohceps Engineering 'ILC 1815 Wright Ave La Verne, Ca. 91750 Tel: 909-596-1351 Fox 909-596-7186 Project Name : SEFNGO TUKWILA Project Number : R-0311517-1LV Dote : 03/17/17 Street Address: 18338 ANDOVER PAR City/State : TUKWILA, WA 98188 Scope of Work : STORAGE RACK REVIEWED FOR CODE COMPLIANCE APPROVED MAY 10 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 3 2017 PERMIT CENTER ptiOcQib Structural Concepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV TABLE OF CONTENTS Title Page Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration 4 Seismic Loads 5 to 6 Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 Slab on Grade 13 Other Configurations 14 SEFNCO TUKWILA TYPE 1 Page Z of t L 3/16/2017 Structural Concepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Design Data 1) The analyses herein conforms to the requirements of the: 2015 IBC Section 2209 2016 CSC Section 2209A ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks '2012 RMI Rack Design Manual" ASCE7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.50, with minimum strength, Fy=50 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 1000 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Frame Height A Beam ID Product Beam Length t Beam Spacing Front View: Down Aisle (Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors Panel Height Frame Depth Section A: Cross Aisle (Transverse) Frame Horizontal Brace Diagonal Brace SEFNCO TUKWILA TYPE 1 Page .' of 3/16/2017 Str tural oncepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Configuration & Summary: TYPE 1 SELECTIVE RACK 144" 1 68" 76" 108" 36" 144' 24" 24" 24" 24" 44" **RACK COLUMN REAC77ONS ASD LOADS AXIAL DL= 75/b AXIAL LL= 2,8001b SEISMICAXIAL Ps= -f-/- 3,1461b BASE MOMENT= 8,000 in -lb Seismic Criteria # Bm Lvis Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.424, Fa=1 2 44 in 144.0 in 5 108 in Single Row Component Description STRESS Column Fy=50 ksi KINGMORE C3314TD 3x3x14ga P=2875 Ib, M=17222 in -Ib 0.95 -OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 44160/4.5" Face x 0.06" thk Lu=108 in Capacity: 5017 Ib/pr 0.56 -OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=9724 in -Ib Mcap=11847 in -Ib 0.82 -OK Brace -Horizontal Fy=50 ksi KINGMORE C 1.58x0.95x0.38x16ga 0.31 -OK Brace -Diagonal Fy=50 ksi KINGMORE C 1.58x0.95x0.38x16ga 0.3 -OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 8000 in -Ib 0.6 -OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1760 Ib) 0.45 -OK Slab & Soil 5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.35 -OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,800 Ib 76.0 in 24.0 in 320 Ib 239 Ib 2,875 Ib 17,222 "# 9,724 "# 3 Din OK 2 2,800 Ib 68.0 in 24.0 in 24.0 in 24.0 in 36.0 in 606 Ib 452 Ib 1,438 Ib 7,689 "# 3,696 "# 3 pin OK ** Load defined as product weight per pair of beams Notes Total: 9261b 691lb SEFNCO TUKWILA TYPE 1 Page of 1 3/16/2017 Structural Concepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Seismic Forces Configuration: TYPE 1 SELECTIVE RACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Csl= Sds/R = 0.2373 Cs2= 0.044*Sds = 0.0418 Cs3= 0.5*S1/R = 0.0664 Cs -max= 0.2373 Base Shear Coeff=Cs= 0.2373 Level 1 Cs -max * Ip= 0.2373 Vmin= 0.015 Eff Base Shear=Cs= 0.2373 Transverse Elevation Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) = 3,902 Ib PRODUCT LOAD P P*0.67*PRF1 2,800 Ib 1,876 Ib 2,800 Ib 1,876 Ib Vtransv=Vt= 0.2373 * (150 Ib + 3752 Ib) Etransverse= 926 Ib Limit States Level Transverse seismic shear per upright DL 75 Ib 75 Ib hi 76 in 144 in wi*hi 148,276 280,944 Ss= 1.424 S1= 0.531 Fa= 1.000 Fv= 1.500 Sds=2/3*Ss*Fa= 0.949 Sd1=2/3*S1*Fv= 0.531 Ca=0.4*2/3*Ss*Fa= 0.3797 (Transverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRF1= 1.0 Pallet Height=hp= 58.0 in DL per Beam Lvl= 75 Ib Fi Fi*(hi+hp/2) 319.9 Ib 33,590-# 606.1 Ib 104,855-# sum: P=5600 Ib 3,752 Ib Longitudinal (Downaisle) Seismic 1 Similarly for longitudinal seismic loads, using R=6.0 Cs1=Sd1/(T*R)= 0.1770 Cs2= 0.0418 Cs3= 0.0443 Cs -max= 0.1770 Level 1 2 PRODUC LOAD P 2,800 lb 2,800 Ib 1501b W=3902 Ib 429,220 926 Ib 2=138,445 Ws= (0.67 * PLRF2 * P) + DL PRF2= = 3,902 Ib (Longitudinal, Unbraced Dir.) R= Cs=Cs-max*Ip= 0.1770 T= 1. 6.0 0.50 sec f"` .:1 f-" Vlong= 0.177 * (150 Ib + 3752 Ib) Elongitudinal= 691 Ib Limit States LevelLongit seismic shear per upright H:,-{ [--- .1 P*0.67*PRFz 1,876 lb 1,876 ib DL 75 Ib 75 Ib hi 76 in 144 in wi*hi 148,276 280,944 Fi 238.7 Ib 452.3 Ib Front View sum: 3,752 Ib 150 Ib W=3902 Ib 429,220 691 Ib SEFNCO TUKWILA TYPE 1 Page - of 1 t 3/16/2017 Structural Concepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 691 Ib Vcol=Vlong/2= 346 Ib F1= 239 Ib F2= 452 Ib F3= 0 Ib Seismic Story Moments Typical frame made Tributary area of two columns of rack frame N. 14— 96 Front View Conceptual System Side View Typical Frame made a/ of two columns Top View r, COI Mbase-max= 8,000 in -Ib <=== Default capacity Mbase-v= (Vcol*hleff)/2 = 12,611 in -Ib <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in -Ib M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2] * h2 = (346 Ib * 73 in) -8000 in -Ib = [346 Ib - 226.2 Ib]*68 in/2 = 17,222 in -Ib = 7,689 in -Ib hl-eff= hl - beam clip height/2 = 73 in Vcol Mseis= (Mupper+Mlower)/2 Mseis(1-1)= (17222 in -Ib + 7689 in-Ib)/2 Mseis(2-2)= (7689 in -Ib + 0 in-Ib)/2 = 12,455 in -Ib = 3,845 in -Ib Beam to Column Elevation rho= 1.0000 Summary of Forces LEVEL 1 2 hi 76 in 68 in Axial Load 2,875 Ib 1,438 Ib Column Moment** 17,222 in -Ib 7,689 in -Ib Mseismic** 12,455 in -Ib 3,845 in -Ib Mend -fixity 1,436 in -Ib 1,436 in -Ib Mconn** 9,724 in -Ib 3,696 in -lb Beam Connector 3 pin OK 3 pin OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 11,847 in -Ib **all moments based on limit states level loading SEFNCO TUKWILA TYPE 1 Page 6 of I 3/16/2017 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKW!LA Project #: R-031517-1 LV Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK Section Properties Section: KINGMORE C3314TD 3x3x14ga Aeff = 0.544 in^2 Ix = 0.949 in^4 Sx = 0.643 in^3 rx= 1.197 in 4f= 1.67 E= 29,500 ksi Loads Considers loads at level 1 Iy = 0.717 in^4 Sy = 0.396 !n^3 Ty = 1.041 in Fy= 50 ksi Cmx= 0.85 Kx = 1.7 Lx = 73.8 in Ky = 1.0 Ly = 24.0 in Cb= 1.0 3.000 in COLUMN DL= 75 Ib COLUMN PL= 2,800 Ib Mcol= 17,221 in -Ib Sds= 0.9493 1+0.105*Sds= 1.0997 1.4+0.14Sds= 1.5329 1+0.14Sds= 1.1329 0.85+0.14*Sds= 0.9829 B= 0.7000 rho= 1.0000 Axial Analysis Critical load cases are: RMI Sec 21 Load Case 5: : (1+0.105*Sds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method axial load coeff.• 0.80477355 * P seismic moment coeff.• 0.5625 * Mco1 Load Case 6: : (1+0.104*Sds)D + (0.85+0.145ds)*B*P + (0.7*rho*E)<= 1.0, ASD Method axial load coeff: 0.68803 seismic moment coeff: 0.7 * Mcol By analysis, Load case 6 govems utilizing loads as such Axial Load=Pax= 1.132902*75 Ib + 0.982902*0.7*2800 Ib = 2,011 Ib Moment=Mx= 0.7*rho*Mcol = 0.7 * 17221 in -Ib = 12,055 in -Ib KxLx/rx = 1.7*73.75"/1.197" KyLy/ry = 1*24"/1.041" Fe > Fy/2 = 104.7 = 23.1 Fn= Fy(1-Fy/4Fe) = 50 ksi*[1-50 ksi/(4*26.5 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 25.0 ksi = 26.4 ksi = 26.5ksi Pa= Pn/4c Pn= Aeff*Fn Qc= 1.92 = 143891b/1.92 = 14,3891b = 7,4941b P/Pa= 0.27 > 0.15 Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*px) 5 1.0 P/Pao + Mx/Max 1.0 Pno= Ae*Fy = 0.544 in^2 *50000 psi = 27,200 Ib Max= My/S f = 32150 in-lb/1.67 = 19,251 in -Ib px= {1/[1-(S2c*P/Pcr)]}^-1 = {1/[1-(1.92*2011 Ib/17578 Ib)]}^ -1 = 0.78 Combined Stresses Pao= Pno/Qc = 27200lb/1.92 = 14,1671b Myield=My= Sx*Fy = 0.643 in^3 * 50000 psi = 32,150 in -Ib Pcr= n^2EI/(KL)max^2 = nA2*29500 ksi/(1.7*73.75 in)^2 = 17,5781b (2011 Ib/7494 Ib) + (0.85*12055 in-Ib)/(19251 in-Ib*0.78) = (2011 lb/14167 Ib) + (12055 in-lb/19251 in -Ib) = 0.95 < 1.0, OK 0.77 < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 85.0% 7 loads 2335.8416775 lb Axial and M= 9041 in -lb SEFNCO TUKWILA TYPE 1 Page 7 3/16/2017 Structural ponce is Lngineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 _ _ By: ENHAO ZHANG Project: SEFNCO TUKWILA BEAM Configuration: TYPE 1 SELECTIVE RACK Project #.R-031517-1LV Dt 1 ERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (62.1) w= c - 2*t -2*r = 1.625 in - 2*0.06 in - 2*0.06 in = 1.385 in w/t= 23.08 1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 [1.052/(4)^0.5] * 23.08 * (55/29500)^0.5 = 0.524 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 50.69 ksi f2(tension)= Fy*(y1/y2)= 102.45 ksi Y= f2/f1 Eq. B2.3-5 = -2.021 k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4 = 65.18 flat depth=w= yl+y3 = 4.260 in w/t= 71 1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5 = [1.052/(65.18)1\0.5] * 4.26 * (50.69/29500)^0.5 = 0.384 < 0.673 be=w= 4.260 in b2= be/2 bl= be(3-Y) = 2.13 in = 0.848 b1+b2= 2.978 in > 1.41 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcomer=Lc= (p12) * (r + t/2) 0.141 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.385 in = 0.169 in m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.97 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 114.48 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*-2*t = 2.510 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.37 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.56 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= Eq. 62.1-4 Eq. 62.1-1 OK Eq B2.3-2 (EQ A7.2-3) 4.500 in 2.75 in 1.63 in Beam= HMH 44160/4.5" Face x 0.06" thk Ix= Sx= Ycg= t= Bend Radius=r= Fy=FW= Fu=Fuv= E= top flange=b= bottom flange= Web depth= 4.F F'" 2.132 in^4 0.893 in^3 2.970 in 0.060 in 0.060 in 55.00 ksi 65.00 ksi 29500 ksi 1.625 in 2.750 in 25.07 in -k y1= Ycg-t-r= 2.850 in y2= depth-Ycg= 1.530 in y3= y2 -t -r= 1.410 in Strural once is ...,T ngineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By:_ ENHAO ZHANG__ Project: SEFNCO TUKWILA BEAM Configuration: TYPE 1 SELECTIVE RACK Project #: R-031517-10_. RMI Section 5.2, PT II Section Beam= HMH 44160/4.5" Face x 0.06" thk Ix=Ib= 2.132 inA4 Sx= 0.893 in^3 t= 0.060 in E= 29500 ksi Fy=Fyv= 55 ksi F= 150.0 Fu=Fuv= 65 ksi L= 108 in Fya= 59.0 ksi Beam Level= 1 P=Product Load= 2,800 Ib/pair D=Dead Load= 75 Ib/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI2.2, item 8 FOR DL=2% of PL, W= 1.599 Rm= 1- [(2*F*L)/(6*E*Ib + 3*F*L)] 1 - (2*150*108 in)/[(6*29500 ksi*2.132 in^3)+(3*150*108 in)] = 0.924 if F= 0.95 Then F*Mn=F*Fya*Sx= 50.03 in -k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 50.03 in -k * 8 * 2/(108in * 0.924 * 1.599) = 5,017 lb/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 = (5017 Ib/2) * 108 in * (1-0.924)/8 = 2,574 in -Ib = 1,436 in -Ib @ 5017 Ib max allowable load @ 2800 Ib imposed product load 2. Check Deflection Stress Allowable Loads 4.500 i 2.75 in Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) = 1- (4*150*108 in)/[(5*150*108 in)+(10*29500 ksi*2.132 in^4)] = 0.909 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= 5*W*L^3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L^2*Rd) = 384*2.132 in^4*2/[180*5*(108 in)^2*0.909) = 5,062 Ib/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: Allowable Deflection= L/180 = 0.600 in Deflection at imposed Load= 0.335 in Allowable load= 5,017 Ib/pair Imposed Product Load= 2,800 lb/pair !Beam Stress= 0.56 Beam at Level 1 Ai .4;1+111 1,4-1 en^1 S nninoorinn 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV 3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK i he beam end moments shown herein show the result of the maximum induced fixed end monents Corm seismic + static loads and the code mandated minimum value of 1.5u/o(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 9,724 in -Ib Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin 1/2 1/2" rho= 1.0000 Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)A2 * Pi/4 = 0.1507 in^2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.15071n^2 = 3,315 Ib Bearing Capacity of Pin tcol= 0.070 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.07 in/2.22 = 1,993 Ib < 3315 Ib Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 tclip= 0.18 in = P1+P1*(2.5"/4.5")+P1*(0.5"/4.5") = 1.667 * P1 Mcap= Sclip * Fbending = 0.127 inA3 * 0.66 * Fy = 4,610 in -lb Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 Ib C*d= Mcap = 1.667 Thus, P1= 1,993 Ib Mconn-allow= [P1*4.5"+P1*(2.5"/4.5")*2.5"+P1*(0.574.5")*0.51 = 1993 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5 74.5")*0.5"] = 11,847 in -lb > Mconn max, OK Sclip= 0.127 inA3 d= E/2 = 0.50 in SEFNCO TUKWILA TYPE 1 Page t of l tf 3/16/2017 Structural Concepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Transverse Brace Configuration: TYPE 1 SELECTIVE RACK Section Properties Diagonal Member= KINGMORE C 1.58x0.95x0.38x16ga Area= 0.215 in^2 1.580 in r min= 0.355 in Fy= 50,000 psi K= 1.0 4c= 1.92 Frame Dimensions 0.950 in — 0.380 in Horizontal Member= KINGMORE C 1.58x0.95x0.38x16ga Area= 0.215 in^2 r.min= 0.355 in Fy= 50,000 psi K= 1.0 Bottom Panel Height=H= 36.0 in Frame Depth=D= 44.0 in Column Width=B= 3.0 in Diagonal Member Clear Depth=D-B*2= 38.0 in X Brace= NO rho= 1.00 0 Load Case 6: : (1j2.85+0.14SdS)*B*P + [0.7*rho*EJ<= 1.0, ASD Method Vtransverse= 926 Ib Vb=Vtransv*0.7*rho= 926 Ib * 0.7 * 1 = 648 Ib Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2 = 48.4 in Pmax= V*(Ldiag/D) * 0.75 = 5351b axial load on diagonal brace member Pn= AREA*Fn = 0.215 in^2 * 15672 psi = 3,369 Ib Pallow= Pn/S2 = 3369 Ib /1.92 = 1,755 Ib Pn/Pallow= Horizontal brace 0.30 <= 1.0 OK (kl/r)= (k * Ldiag)/r min = (1 x 48.4 in /0.355 in ) = 136.3 in Fe= pi^2*E/(kl/r)^2 = 15,672 psi Since Fe<Fy/2, Fn= Fe = 15,672 psi Typical Panel Configuration Vb=Vtransv*0.7*rho= 648 Ib (kl/r)= (k * Lhoriz)/r min = (1x 44 in) /0.355 in = 123.9 in Since Fe<Fy/2, Fn=Fe = 18,966 psi Pn/Pallow= 0.31 <= 1.0 OK Fe= pi^2*E/(kl/r)^2 Fy/2= 25,000 psi = 18,966 psi Pn= AREA*Fn = 0.215in^2*18966 psi = 4,078 Ib Pallow= Pn/S2c = 4078 Ib /1.92 = 2,124 Ib SEFNCO TUKWILA TYPE 1 Page 110 of 11- 3/16/2017 Structural Concepts engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596 1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 926 Ib DEAD LOAD PER UPRIGHT=D= 150 Ib PRODUCT LOAD PER UPRIGHT=P= 5,600 Ib Papp=P*0.67= 3,752 Ib Wst LC1=Wst1=(0.71014*D + 0.71014*Papp*1)= 2,770 Ib Product Load Top Level, Ptop= 2,800 Ib DL/Lvl= 75 Ib Seismic Ovt based on E, E(Fi*hi)= 138,445 in -Ib height/depth ratio= 3.3 in Sds= 0.9493 (0.9-0.2Sds)= 0.7101 (0.9-0.2Sds)= 0.7101 B= 1.0000 rho= 1.0000 Frame Depth=Df= 44.0 in Htop-IvI=H= 144.0 in # Levels= 2 # Anchors/Base= 2 hp= 58.0 in hp Tt H SIDE ELEVATION A) Fully Loaded Rack h=H+hp/2= 173.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wstl * Df/2 = 138,445 in -Ib = 2770 Ib * 44 in/2 = 60,940 in -Ib T= (Movt-Mst)/Df = (138445 in -Ib - 60940 in-Ib)/44 in = 1,761 Ib Net Uplift per Column Net Seismic Uplift= 1,761 Ib B) Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs * Ip * Ptop >= 350 Ib for H/D >6.0 = 0.2373 * 2800 Ib = 664 Ib Vleff= 664 Ib Critical Level= 2 V2=VDD= Cs*Ip*D Cs*Ip= 0.2373 = 36 Ib Mst= (0.71014*D + 0.71014*Ptop*1) * 44 in/2 = 46,088 in -Ib Movt= [V1*h + V2 * H/2]*0.7*rho = 82,258 in -Ib T= (Movt-Mst)/Df = (82258 in -Ib - 46088 in-lb)/44 in = 822 Ib Net Uplift per Column Net Seismic Uplift= 822 Ib ncnor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,961 Ib L.A. City Jurisdiction? NO Shear Capacity=Vcap= 2,517 Ib Phi= 1 (880 Ib/1961 Ib)^1 + (231 Ib/25171b)^1 = (411 Ib/1961 Ib)^1 + (166 lb/2517 Ib)^1 = Fully Loaded: Top Level Loaded: Tcap*Phi= 1,961 Ib Vcap*Phi= 2,517 Ib 0.54 <= 1.2 OK 0.28 <= 1.2 OK SEFNCO TUKWILA TYPE 1 Page ( of l 3/16/2017 Structural Concepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Base Plate Configuration: TYPE 1 SELECTIVE RACK Section Baseplate= 8x5x3/8 Eff Width=W = 8.00 in Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in L = 2.50 in Plate Thickness=t = 0.375 in a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Fy = 36,000 psi Downaisle Elevation Down Aisle Loads Load Case 5; : (110,105*Sds)D + 0.751(1.4+0,14Sds)*B*P t 0.7510.7*rho*EJ<= 1.0, ASD Method COLUMN DL= 75 Ib Axial=P= 1.0996765 * 75 Ib + 0.75 * (1.532902 * 0.7 * 2800 Ib) COLUMN PL= 2,800 Ib Base Moment= 8,000 in -Ib 1+0.105*Sds= 1.0997 1.4+0.14Sds= 1.5329 B= 0.7000 Axial stress=fa = P/A = P/(D*W) = 58 psi Moment Stress=fb = M/S = 6*Mb/[(D*B^2] = 78.8 psi Moment Stress=fbl = fb-fb2 = 29.5 psi M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 = 103 in -Ib S -plate = (1)(t^2)/6 = 0.023 inA3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.60 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -685 Ib No Tension = 2,336 Ib Mb= Base Moment*0.75*0.7*rho = 8000 in -Ib * 0.75*0.7*rho = 4,200 in -Ib Axial Load P = 2,336 Ib Mbase=Mb = 4,200 in -Ib Cross Aisle Loads M1= wL^2/2= fa*L^2/2 = 182 in -Ib Moment Stress=fb2 = 2* fb * LAN = 49.2 psi M2= fb1*L^2)/2 = 92 in -Ib Mtotal = M1+M2+M3 = 377 in-Ib/in Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 1,750 psi OK Tallow= 1,9611b Oitoaf had case RMI Sec 2.1, item 4: (1+0.11 )OL + (1+0.14505)PL'0.75+EL '7.75 += 1.0, ASO Method Pstatic= 2,336 ib Movt*0.75*0.7*rho= 72,684 in -Ib Frame Depth= 44.0 in P=Pstatic+Pseismic= 3,988 Ib b =Column Depth= 3.00 in L =Base Plate Depth -Col Depth= 2.50 in Pseismic= Movt/Frame Depth = 1,652 Ib fa = P/A = P/(D*W) M= wLA2/2= fa*L^2/2 = 100 psi = 312 in-Ib/in Sbase/in = (1)(t^2)/6 Fbase = 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb = M/[(S-plate)(Fb)] = 0.49 OK OK Check uplift Toad on Baseplate Effi Effe Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. 'When the base plate configuration consists of two anchor bolts located on either side f the column and a net uplift force exists, the minimum base plate thickness hall be determined based on a design bending moment in the plate equal o the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column" Ta Elevation Uplift per Column= 1,760 Ib Qty Anchor per BP= 2 Net Tension per anchor=Ta= 880 Ib c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,100 in -Ib Splate= 0.117 inA3 fb Fb *0.75= 0.261 OK SEFNCO TUKWILA TYPE 1 Page (-2., of 3/16/2017 Structural Concepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Slab on Grade Configuration: TYPE 1 SELECTIVE RACK IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII SLAB ELEVATION Base Plate Effec. Baseplate width=B= 8.00 in Effec. Baseplate Depth=D= 5.00 in Column Loads slab e Cross Aisle Down Aisle Baseplate Plan View width=a= 3.00 in depth=b= 3.00 in midway dist face of column to edge of plate=c= 5.50 in midway dist face of column to edge of plate=e= 4.00 in Concrete fc= 2,500 psi tslab=t= 5.0 in teff= 5.0 in phi=0= 0.6 Soil fsoil= 1,000 psf Movt= 114,948 in -Ib Frame depth= 44.0 in Sds= 0.949 0.2*Sds= 0.190 A.= 0.600 p=B/D= 1.600 F'c^0.5= 50.00 psi DEAD LOAD=D= 75 Ib per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactored ASD load = 1.38986 * 75 Ib + 1.38986 * 0.7 * 2800 Ib + 1 * 2612 Ib PRODUCT LOAD=P= 2,800 Ib per column = 5,440 Ib unfactoredASD load Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 1,876 Ib per column = 0.71014 * 75 Ib + 0.71014 * 0.7 * 1876 Ib + 1 * 2612 Ib P-seismic=E= (Movt/Frame depth) = 3,598 Ib = 2,612 Ib per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 unfactored Limit State load = 1.2*75 lb + 1.4*2800 Ib B= 0.7000 = 4,010 Ib rho= 1.0000 Load Case 4) 1.2*D + 1.0*P + 1.0E ACI 318-11Sec 92.1,Eg1319-5 Sds= 0.9493 = 5,5021b 1.2 + 0.2*Sds= 1.3899 Effective Column Load=Pu= 5,502 Ib per column 0. 9 - 0.20Sds= 0.7101 Puncture Apunct= [(c+t)+(e+t)]*2*t = 195.0 inA2 Fpunctl= [(4/3 + 8/(3*0)] * A, *(F'c^0.5) = 90. psi Fpunct2= 2.66 * a. * (F'c^0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending fv/Fv= Pu/(Apunct*Fpunct) = 0.354 < 1 OK Pse=DL+PL+E= 5,502 Ib Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)A0.5 + 2*t = 792 inA2 = 28.14 in = 14.7 in x= (L -y)/2 M= w*x^2/2 S -slab= 1*teff^2/6 = 6.7 in = (fsoil*x^2)/(144*2) =.4.17 in^3 Fb= 5*(phi)*(fc)^0.5 = 157.1 in -Ib fb/Fb= M/(S-slab*Fb) = 150. psi = 0.251 < 1, OK SEFNCO TUKWILA TYPE 1 Page 13 of moi- 3/16/2017 r 13 Str tural oncepts Engineering 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SEFNCO TUKWILA Project #: R-031517-1 LV Configuration & Summary: TYPE 2 SELECTIVE RACK 24" 84" 28" 32" 96" 84" 36" 36" 36" **RACK **RACK COLUMN REACTIONS ASD LOADS AXIAL DL= 113/b AXIAL LL= 3,600 /b SEISMIC AXIAL Ps= f/- 3,173 /b BASE MOMENT= 0 in -/b Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.424, Fa=1 3 36 in 84.0 in 2 96 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF1514-3x1-5/8x14ga P=3713 Ib, M=12963 in -Ib 0.81 -OK Column & Backer None None None N/A Beam Fy=50 ksi KINGMORE SB305 3"x2.5"xl5ga Lu=96 in Capacity: 2710 lb/pr 0.89 -OK Beam Connector Fy=50 ksi Lvl 1: 3 pin OK Mconn=8355 in -Ib Mcap=11592 in -Ib 0.72 -OK Brace -Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.14 -OK Brace -Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.16 -OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity= 0 in -Ib 0.58 -OK Anchor 2 per Base 0.5' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=1380 Ib) 0.392 -OK Slab & Soil 5" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.4 -OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,400 Ib 32.0 in 36.0 in 218 Ib 163 Ib 3,713 Ib 12,963 "# 8.355 "# 3 oin OK 2 3 2,400 Ib 28.0 in 2,400 Ib 24.0 in 36.0 in 408 Ib 305 lb 2,475 Ib 5,121 "# 4,714 "# 3 pin OK 572 Ib 427 Ib 1,238 Ib 2,560 "# 2,922 "# 3 pin OK ** Load defined as product weight per pair of beams Notes Total: 1,1981b 8941b POST PROTECTOR REQUIRED FOR COLUMNS EXPOSED TO FORLIFT DAMAGES SEFNCO TUKWILA TYPE 2 Page I I of 1 I 3/16/2017 9/29/2017 City of Tukwila Department of Community Development BARRY THOMAS 11100 NW GORDON RD NORTH PLAINS, OR 97133 RE: Permit No. D17-0088 SEFNCO 18338 ANDOVER PARK W Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, 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 11/22/2017. 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 a 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 11/22/2017, 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, Rachelle Ripley Permit Technician File No: D17-0088 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 (Please print the information clearly.) Business Name: Sefnco Communications COMBUSTIBLE STOCK STORAGE QUESTIONNAIRE Business Address: 18338 Andover Park West Tukwila, WA. 98188 The purpose of this questionnaire is to assist the in determining the Fire Code requirements for the storage of "High Piled Combustible Stock" at your facility. These requirements will be based on the IBC, IFC Chapter 23 and NFPA 13 (07). This form should be completed and signed by a qualified person having the necessary code knowledge required for Combustible Stock Storage, e.g., architect or engineer of record, code consultant, insurance underwriter or fire protection engineer. 1. Commodity Class: 111 Source: IFC NFPA Aerosol Level III: ❑ Yes 0 No Class I, II, III, IV, High Hazard (V) (lowest to highest): 2. Description of storage (if additional space is needed, attach additional page Hardware and tools to install telecom products, Nuts / Bolts, Electronic Equipment Public/Private areas: Private 3. Maximum height of storage: 16 4. Method of storage (check all that apply): ❑ Encapsulated in plastic ❑ Wooden pallets ❑ On racks with solid shelves ❑ Bin box made of: (check one) 0 metal 0 wood 0 plastic 5. Types of9c. ks: (check all that apply) single row 0 double row 6. Area of storage: ❑0-500sgft 05-1-2,500sgft 501 —12,000 sq ft 7. Sprinkler information: a. Sprinkler density: 0.37 GPM / 6000 SF feet (distance from floor to top of commodity) fon-encapsulated ❑�P stic pallets (type) P n racks without s skiv 0 Solid pile that is: (c 47.0 0 stable CjiNs at fe WILA MAY 0 4 2017 PERMIT CENTER ❑ 300,001 — 500,000 sq ft ❑ 2h ur pff ar CI,{ N ❑ 2 hour separ i'i�A `..TR b. Rack sprinklers? 0 Yes pita 0 multiple row ❑ 12,000 — 20,000 sq ft ❑ 20,001 —100,000 sq ft ❑ 100,001 — 300,000 sq ft c. Temperature rating of sprinkle head in: [9 Ceiling 0 Racks 15'S F Fire hose stations and hose d. connections: 0 Yes eNo Number required: Size: e. Fire flow worksheet completed: 0 Yes [>V]'N° Design cross-checked: 0 Yes Q1 o Class 1 standpipes � f. required: 0 Yes DCVO bh -COs' 0 0 8. Building height: 25 feet 9. Distance from top of storage to fire sprinkler deflector: 8 feet Smoke/Heat 10. vents: 0 Yes [glo Ratio: square feet Draft 11. curtains: 0 Yes ❑ No sq ft sections Depth: 0 4 feet 0 6 feet 0 8 feet 12. Column/Wall fire protection required: ❑ Yes [Ulo Additional fire sprinkler heads: 0 Yes 0 No Protected by listed/tested Description assay: ❑ Yes 0 No 13. Aisle width between racks and storage: 12 feet Smoke detection 14. system: 0 Yes IR‹; 15. Maximum cubic feet per pile: (choose one) M(-- — 50,000 cubic feet 0 100,001 — 200,000 cubic feet ❑ 50,001 —100,000 cubic feet 0 200,001 —400,000 cubic feet Access roadways within 150 -feet of all portions of exterior 16. walls: es 0 No Access doors provided every 100 lineal feet on exterior walls which face access 17. roadways: / 18. Alternate materials/methods requested: 0 Yes 1-11‘o i f 'es No May 01, 2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development BARRY THOMAS 11100 NW GORDON RD NORTH PLAINS, OR 97133 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D17-0088 SEFNCO - 18338 ANDOVER PARK W Dear BARRY THOMAS, 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: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. 1) Please provide a detailed description of the types of commodities to be stored on the racks. 2) Please provide the total storage height and the ceiling height. 3) What is the sprinkler density of the existing fire sprinkler system. 4) What is the temperature rating of the existing fire sprinklers? 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.. If you have any questions, ican be reached at (206) 433-7165. Sincerely. achele`Ripfey Permit Technicia File No. D17-0088 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 CPEAMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0088 DATE: 05/08/17 PROJECT NAME: SEFNCO SITE ADDRESS: 18338 ANDOVER PARK W Original Plan Submittal Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works s=c7-47 0 13 Fire Prevention Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 05/04/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: n 06/06/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 COORD COPY (!) PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0088 DATE: 04/17/17 PROJECT NAME: SEFNCO SITE ADDRESS: 18338 ANDOVER PARK W X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: a 4c —i7 r\tA co/- Building Division . i L�� ! Fire Prevention Public Works El Structural Planning Division Permit Coordinator El PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04/18/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: n 05/16/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1 t '1 Departments issued corrections: Bldg FireLDI Ping ❑ PW ❑ Staff Initials: 12/18/2013 0 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukilaWA.auv Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: S V r (f7 Plan Check/Permit Number: D17-0088 ❑ Response to Incomplete Letter # ® Response to Correction Letter # _1 __•_ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: SEFNCO Project Address: 18338 ANDOVER PARK W RECEIVED CITY OF TUKWILA MAY 0 4 2017 PERMIT CENTER Contact Person: rSei ✓H alt I✓- '- Summary of Revision: \.( cl Phone Number: 9)3 " (o 5-6 6( a QU--044 r Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Xi Entered in TRAKiT on 05447 C:\U:crs\ Rachellc.R\I esklop\Revisinn Submittal Form - 1)16•0305.due Revised: August 2015 SUPERIOR QUALITY INSTLN INC) Home Espanol Contact Safety & Health Claims & Insurance 0 Washington State Department of Labor & Industries Search L&I Page 1 of 2 A -Z Lidex Help My L.&I Workplace Rights Trades & Licensing SUPERIOR QUALITY INSTLN INC Owner or tradesperson DRAKE, JAMES EVERETT Principals DRAKE, JAMES EVERETT, MEMBER WA UBI No. 603 414 363 15021 St Andrews Drive OREGON CITY, OR 97045 503-572-6379 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties Signs License no. SUPERQI862L7 Effective — expiration 06/27/2014— 01/03/2019 Bond ............... Wesco Insurance Co Bond account no. 46WB050722 Active. Meets current requirements. $6,000.00 Received by L&I Effective date 06/27/2014 06/26/2014 Expiration date Until Canceled Insurance Developers Surety & Indem Co Policy no. BIS00023054-02 $1,000,000.00 Received by L&I Effective date . 06/29/2016 08/18/2016 Expiration date 08/18/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, u some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. 1 � https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603414363&LIC=SUPERQI862L7&SAW= 5/26/2017 Help us improve SUPERIOR QUALITY INSTLN INC Page 2 of 2 IWorkers' comp No active workers' comp accounts during the previous 6 year period. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. © 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=603414363&LIC=SUPERQI862L7&SAW= 5/26/2017 3" 311 COLUMN 511 NOTES: USE @ TYPE 1 COLUMN/BASE LOCATIONS TYP. (3) 1/2" GR. 5 BOLT REQ'D PER ATTACHMENT. 1.575" ATTACH W/ (1) 5/16"0 X 3" GR. 5 BOLT DESCRIPTION BASE PLATE: 8" x 5" DESCRIPTION COLUMN: C3314TD DESCRIPTION BRACING: HORIZ. & DIAG. MATERIAL 3/8" THICK PLATE MATERIAL 14 GAGE STEEL MATERIAL 16 GAGE STEEL STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fy=50,000 PSI STEEL YIELD ASTM A570, Fy=50,000 PSI NOTES: USE @ ALL BRACE LOCATIONS TYP. HORIZ. BRACE DIAG BRACE ROW SPACER COLUMN BEAM CONNECTOR BASE PLATE NOT A DEPICTION OF THIS PROJECT 1 3/8" NOTES: PROVIDE (1) 3/8"0 SAFETY BOLT PER CONNECTOR TYPICAL 1" 2" 2" 3" / TYP. <TYP. F.F. O.A.L. 1/2" NOTES: CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO ENSURE REQUIRED EMBEDMENT IS OBTAINED. 3 1/4" MIN. EMBED. DESCRIPTION 3 -PIN CONNECTOR MATERIAL 7 GAGE STEEL YIELD ASTM A570, Fy=55,000 PSI NOTES: USE @ TYPE 1 BEAM TO CONNECTION LOCATIONS TYP. DESCRIPTION MATERIAL STEEL YIELD 4-1/2" BEAM (HMH#44160) 16 GAGE ASTM A570, Fy=55,000 PSI NOTES: USE @ TYPE 1 BEAM LOCATIONS TYP. DESCRIPTION SIZE ICC/ESR# HILTI KWIKBOLT TZ ANCHOR 1/2"O x 3-1/4" MIN. EMBED. 1917 NOTES: SEE NOTE #4 ABOVE FOR ANCHOR SPECS. TYPE 1 SELECTIVE RACK 108" 144" 68" 76" 36" 24" 144" 24" 24" 44" 24" FRONT VIEW SIDE VIEW DESCRIPTION STORAGE RACK ELEVATION GENERAL PROJECT NOTES 1. DESIGNED PER THE REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 AND THE 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.424, S1 = 0.531, Fa = 1.000, Fv = 1.500 Ip = 1.0 (NO PUBLIC ACCESS) Sds = 0.949, Sd1 = 0.531, OCC CATAG. II SITE CLASS D, SEISMIC DESIGN CATAG. D 3. STORAGE CAPACITY: TYPE 1= 2800 LBS PER LEVEL TYP. 4. ANCHORS HILTI KWIKBOLT TZ ESR #1917, OR POWERS SD2 ESR#2502 OR ICC & ENGINEERED APPROVED EQUAL. 1/2"O x 3-1/4" MIN. EMBED. (2) ANCHOR PER BASEPLATE 5. SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" x 2500 PSI 7. SOIL BEARING PRESSURE 1000 PSF @ GRADE OR BETTER. 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD:' SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR.5 INSTALLED TO SNUG TIGHT FIT OR BETTER. 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. REVISIONS No changes shaft be made to the scope of work without prior approval of Twavila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. SEPARATE PERMIT REQUIRED FOR: 04 echanIcaI aflectrical WeiSlumbing Waste City of Tukwila BUILDING DIVISION COPY' Permit N®.tV7- O0 $ Plan relkew op ros!&& is subject to errors and omissions. Approval of cons ruciion documents doss not authorize the violation or any adopted code or ordinance. Receipt of approved F'd Copy an.. •nditions is ackno vledoed: By: Date: City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED MAY 10 2017 City of Tukwila BUILDING DIVISION Engineer of Record Ali Abolhassani, P,E. Structural Concepts Eng, Inc 23142 Arroyo Vist Rancho Santa Margarf1, CA 92§§$ RECEIVED CITY OF TUKWILA APR 1.3.2017 PERMIT CENTER 0 cnW cc W cc W 0 U W 18338 ANDOVER PARK VV TUKWILA, WA 98188 EXPIRES 101251 liAR 20 2011 DRWN BY J.M KINGMORE 0 TYPE STORAGE RACK JOB NO. R-031517-1 LV SHEET NO. SCE 1 OF 2 1 5/8' 311 COLUMN NOTES: POST PROTECTOR REQ. FOR COLUMNS EXPOSED TO FORKLIFT DAMAGES. NOTES: USE @ TYPE 2 COLUMN/BASE LOCATIONS TYP. u —3/8" 8" /-1 1" DESCRIPTION BASE PLATE: 8" x 5" DESCRIPTION COLUMN: HMH IF 1514 DESCRIPTION BRACING: HORIZ. & DIAG. MATERIAL 3/8" THICK PLATE MATERIAL 14 GAGE THK. MATERIAL 16 GAGE STEEL STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI NOTES: USE @ ALL HANNIBAL BRACE LOCATIONS . GENERAL INFORMATION HORIZ. BRACE OLUMN ROW SPACER rBEAM 1 1 CONNECTOR ASE PLATE NOT A DEPICTION OF THIS PROJECT 1 11/16",/ • J 5/160 SAFETY PIN 7/160 G3 3/16" 55 RIVET O 1/2"4 3-1/4" MIN. EMBED. NOTES: CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO ENSURE REQUIRED EMBEDMENT IS OBTAINED. F.F. DESCRIPTION 3 -PIN CONNECTOR MATERIAL STEEL YIELD ASTM A570, Fy=50,000 PSI 7 GAGE NOTES: USE @ TYPE 2 BEAM TO COLUMN CONNECTION LOCATIONS TYP. DESCRIPTION 3" BEAM (SB305) MATERIAL 15 GAGE STEEL YIELD ASTM A570, Fy=50,000 PSI NOTES: USE @ TYPE 2 KINGMORE BEAM LOCATIONS DESCRIPTION HILTI KWIKBOLT TZ ANCHOR SIZE 1/2"0 x 3-1/4" MIN. EMBED. ESR # 1917 NOTES: SEE NOTE #4 ABOVE FOR ANCHOR SPECS. TYPE 2 SELECTIVE RACK 84" 24" 28" 32" 36" 84" 36" 36" FRONT VIEW SIDE VIEW DESCRIPTION STORAGE RACK ELEVATIONS GENERAL PROJECT NOTES 1. DESIGNED PER REQUIREMENTS OF THE 2015 IBC, ASCE 7-10 & 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.424, 51 =0.531 Fa = 1.000, Fv = 1.500 Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.949, Sd1 =0.531, OCCUPANCY CATAG. II SITE CLASS D, SEISMIC DESIGN CATAG. D 3. STORAGE CAPACITY: TYPE 2= 2400 LBS PER LEVEL TYP. 4. ANCHORS : HILTI KWIKBOLT 17 ESR#1917, OR POWERS SD2 ESR# 2502, AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL. 1/2" 0 x 3-1/4" MIN. EMBEDT. (2) ANCHOR PER BASE PLATE . 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" x 2500 PSI 7. SOIL BEARING PRESSURE 1000 PSF 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR. 5 OR BETTER, INSTALL TO SNUG TIGHT FIT OR BETTER 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. • REVIEWED FOR 'CODE COMPLIANCE APPROVED MAY 10 2017 City of Tukwila BUILDING DIVISION z 0 5 W 0 18338 ANDOVER PARK W TUKWILA, WA 98188 EXPIRES 10/25/ U DATE 03/16L20 DRWN BY J.M Q z u. 2 TYPE STORAGE RACK JOB NO. R-031517-1 LV SHEET NO. SCE2OF2 TYPE 1 TYPE 1 TYPE 1 TYPE 1 TYPE 1 TYPE 1 TYPE 1 r r 1 1 3'-9" =111111 MR= 13'-0" • TYPE1 TYPE1 TYPE1 TYPE1 TYPE1 TYPE1 T1 TYPE 1 TYPE 1 TYPE 1 TYPE 1 I TYPE 1 TYPE 1 TYPE 1 TYPE 1 1 I I Er= 11=1161 11111111=11 1=11 111111111111= 12212111111 11111001111111 19= 1112101111211 LIE= 11112111111121111 WAREHOUSE STORAGE r 1 1 1 1 1 1 1 1 1 1 1111=122 M11122111 111=1=111 Inn= 1 1 1 1 1 1 1 1 TYPE 2 TYPE 2 • 111111111=1 119011161111 M211112111 MS= 0 11= En= =1111111111 12011111211 11211112121 1 J w 0 N W E -- I 11 11 WAREHOUSE OFFICES ENLARGED PLAN 3/16 = 1 -O PATH OF EGRESS 3" 108" co 1 3" 2800 LBS 2800 LBS 'it TYPE 1 RACK DIMENSIONS 96" 3" 2400 LBS 2400 LBS 2400 LBS TYPE 2 RACK DIMENSIONS REVIEVVED FOR CODE COMPLIANCE APPROVED 4AY 10 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1.:x:2017 PERMIT CENTER REVISIONS BY Cn z� 0 Q00 cr co >wrn ooh oQ0 CO� � M (f)00 SHEET CONTENT FLOOR PLAN DATE 4/10/17 DRAWN AJM CHECKED BY BT JOB SHEET A1.0 SITE PLAN NTS • rt E.3 7 f} 11t:>t�1 4-7 PROJECT LOCATION 219'-9" X X X X X CODE COMPLIANCE INFORMATION ADDRESS: 18338 ANDOVER PARK W, TUKWILA, WA 98188 ZONING: IG - GENERAL INDUSTRIAL CONSTRUCTION TYPE: III -B SCOPE OF THIS PERMIT: INSTALL 25 BAYS OF STORAGE RACKING IBC OCCUPANCY CLASS: LOW HAZARD STORAGE S-2 FLOOR AREAS: 21,282 SF (TOTAL BUILDING) UNCHANGED 11,034 SF (WAREHOUSE STORAGE AREA) FIRE PROTECTION: EXISTING NFPA 13 FIRE SPRINKLER SYSTEM MODIFY FOR NEW RACKS PROTECTION OF OPENINGS: NOT REQUIRED LEGAL: EXISTING DOORWAYS TO EXISTING GRADE IN PARKING LOT TO REMAIN AS -IS EMERGENCY LIGHTING: ILLUMINATED EXIT SIGNAGE AND EGRESS PATH LIGHTING TO REMAIN AS -IS ACCESSBILITY: ACCESSIBLE FACILITIES ARE EXISTING STRUCTURAL: NO MODIFICATION OF BUILDING STRUCTURE, ANCHORAGE OF NEW RACKS INCLUDED IN THIS PERMIT DRAWING INDEX A1.0 01.0 FLOOR PLAN / EGRESS PLAN SITE VICINITY MAP / SITE PLAN t 1 J J 0 co 0 0" 128'-11" T WAREHOUSE STORAGE Cr, SEE ENLARGED PLAN LOADING DOCK WARE OUSE OFFICE ••• •M \\\\\\\\\\\\\\\\\\\\\\\ OVERALL BUILDING/SITE PLAN 1/le = 1'-0" ANDOVER PARK W REVIEWED FOR CODE COMPLIANCE APPROVED MAY 10211 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1. 2017 PERMIT CENTER bri 0.0 REVISIONS BY SHEET CONTENT z a w "(13 DATE 4/10/17 DRAWN AJM CHECKED BY BT JOB SHEET C1.0