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HomeMy WebLinkAboutPermit D18-0014 - BOEING #9-99 - PALLET RACKS AND FENCINGBOEING #9-99 9725 E MARGINAL WAY S 018-0014 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.eov DEVELOPMENT PERMIT 5624200990 Permit Number: 9725 E MARGINAL WAY S BLDG 9-099 Project Name: BOEING #9-99 Issue Date: Permit Expires On: D 18-0014 2/6/2018 8/5/2018 Owner: Name: DESIMONE TRUST BOEING Address: 1201 THIRD AVE STE #5010 C/O BNY MELLON NA, SEATTLE, WA, 98101 Contact Person: Name: JOHN S MURDOCH Address: PO BOX 3707 MC 46-88 , SEATTLE, WA, 98124 Contractor: Name: BOEING COMPANY, THE Address: 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 License No: BOEINC*294ML Lender: Name: BOEING COMPANY Address: PO BOX 3707 , SEATTLE, WA, 98124 Phone: (253) 350-5522 Phone: (312) 544-2535 Expiration Date: 1/18/2019 DESCRIPTION OF WORK: INSTALL (2) PALLET RACKS. INSTALL 8 FT. FENCE Project Valuation: $22,850.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: IIB Electrical Service Provided by: TUKWILA Fees Collected: $970.97 Occupancy per IBC: F-1 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: n cS Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature:(A...a 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 • state or loc•�� developme a Signature: Print Nam this permit does not presume to give authority to violate or cancel the provisions of any other s re:ulating construction or the performance of work. I am authorized to sign and obtain this d agree to the conditions attached to this permit. 'it &moi Date:0 1.3 a7 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: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 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. 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) 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 Tess 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) 13: Maintain fire extinguisher coverage throughout. 16: 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) 15: 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: 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) 18: 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) 19: 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) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKiA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pe t No. IJ [ V — Project No. (� Date Application Accepted: 1-1(0` ( p Date Application Expires: -7 - 141%-f (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION 9 4 wider Fai(,6 Reixarrou King Co Assessor's Tax No.: Site Address: 9725 East Marginal Way So Suite Number: 9-99 Floor: 1 Tenant Name: The Boeing Company New Tenant: ❑ Yes VI ..No PROPERTY OWNER Name: The Boeing Company - John S Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 CONTACT PERSON - person receiving all project communication Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 350-5522 Fax: Email: john.s.murdoch@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: Boeing Company - John S Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 350-5522 Fax: Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2019 Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications\Fermit Application Revised - 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: John S. Murdoch - The Boeing Company Company Name: Sitts & Hill City: Seattle State: WA Zip: 98124 Architect Name: Brent Leslie Address: 4815 Center St City: Tacoma State: WA zip: 98409 Phone: (253) 474-9449 Fax: Email: Brentl@sitts-hill.com ENGINEER OF RECORD Name: John S. Murdoch - The Boeing Company Company Name: Sitts & Hill City: Seattle State: WA Zip: 98124 Engineer Name: Brent Leslie Address: 4815 Center St City: Tacoma State: WA zip: 98409 Phone: (253) 474-9449 Fax: Email: Brentl@sitts-hill.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Page 1 of 4 BUILDING PERMIT INFORMATIOC.206-431-3670 Ir►� Valuation of Project (contractor's bid price): $ 22,850 Existing Building Valuation: $ 5,000,000 Describe the scope of work (please provide detailed information): Install (2) Pallet Racks. Install (8) foot Fence. Will there be new rack storage? ® Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 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? ❑ Yes Z No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers 0 Automatic Fire Alarm D None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Z 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\2011 Applications\Rermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lat Floor 59,292 II -B F-1 2°d Floor 4,082 " B 3rd Floor 4,025 „ B 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? ❑ Yes Z No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers 0 Automatic Fire Alarm D None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes Z 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\2011 Applications\Rermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY ' '. FY ' T I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY t PE' R : Y THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING' O '' ORIZ � ENT:lee/Y6' Pan Signature:ature:Date: 01/12/2018 Print Name: f ohn S. Murdoch - The Boeing Company Day Telephone: (253) 350-5522 Mailing Address: P.O. Box 3707 M/C 46-88 Seattle WA 98124 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY ; PAID $970.97 D18-0014 Address: 9725 E MARGINAL WAY 5 BLDG 9-099 Apn: 5624200990 $970.97 Credit Card Fee $28.28 Credit Card Fee R000.369.908.00.00 0.00 $28.28 DEVELOPMENT $915.10 PERMIT FEE R000.322.100.00.00 0.00 $551.88 PLAN CHECK FEE R000.345.830.00.00 0.00 $358.72 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $27.59 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13385 R000.322.900.04.00 0.00 $27.59 $970.97 Date Paid: Tuesday, January 16, 2018 Paid By: JOHN S MURDOCH Pay Method: CREDIT CARD 077525 Printed: Tuesday, January 16, 2018 9:55 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit --"� Dig -00P1 IN�5PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southce'nter Blvd., #100, Tukwila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 438-9350 Pr ! - T tit.‘Vdo 1 of 00�Address: lKKL--* ,Date 9725f, r � I..,.. Called: --, Special Instructions: EIL q —099 Date Wanted/: am." Y� -Li-1j)/ ' p.m. Requester:Er 1 I C Phone No: _ 253— '/.E? e, Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: �p4Akke-K5 r -r-- yy/z 3�zvts/ 15,A2,0% Date‘Q- 1 /_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Address: Suite #: q 7C/ Special Instructions: Approved per applicable. codes.. COMMENTS: S: /mAtere, sr/titter. /nrvedfAsS d`yj go/1-s Rioitte Needs Shift Inspection; Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits; Occupancy Type: Inspector: Date: 7/1 6 Flrs.. 0 fl $100.00 REINSPECTION. FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cale to schedule a reinspection. Billing Address Company Name: Address: City: State: Zip: POST -INSTALLED ANCHORS REPORT Report Number: Service Date: Report Date: Task: M7171979.0002 04/16/18 06/08/18 Revision 1 - To correct Permit Numbe_ r. 18028 9-99 Retooling MAYES TESTING ENGINEERS 20225 Cedar Valley Rd Ste 110 Lynnwood, WA 98036-6365 425-742-9360 Client The Boeing Company Attn: Kevin Rambaldini PO BOX 3707 Seattle, WA 98124-2207 Project Boeing Tukwila BDS Program 9725 East Marginal Way S Boeing Developmental Center Tukwila, WA 98108 Project No.: M7171979 Permit No.: hD18-0014_ Samples: N/A Weather: Clouds Monitored installation of the following proprietary anchors: (3) 3/4" diameter all -thread anchor bolts for Bridgeport Mill using Simpson AT -XP epoxy (lot #F145F1932, expiration 12/07/18); (3) Hilti KB -TZ wedge anchors at north disc sander, and (4) wedge anchors at south disc sander; (5) wedge anchors at Grob saw and (4) at contour machine and several for crib fencing. Verified torque to 40 foot-pounds for installation of wedge anchors, as required. Holes were drilled to required depth, and brushed and blown clean prior to installation. Monitored installation of Hilti all -thread anchor bolts for pallet racks. Holes were drilled to required depth, and brushed and blown clean prior to installation. The epoxy used was Hilti RE -500 (lot #170025L3, expiration 01/2019). Installation performed in accordance to anchor bolt detail on S607. To the best of our knowledge, the items inspected today are in conformance with approved plans and specifications. Services: Special Inspections / Materials Testing Mayes Testing Engineers Rep.: Carl Reynolds Reported to: Washington Patriot Construction Contractor: Washington Patriot Construction Report Distribution: (1) The Boeing Company, Kevin Rambaldini (1) Mayes Testing Engineers, Inc, Tim Beckerle (1) City of Tukwila, Building Official Reviewed By: Robert Gardner Senior Project Field Manager The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. CT0001, 10-16-13, Rev.10 Page 1 of 1 Structural Calculations Permit Submittal The Boeing Company 9-99 TOOLING RELOCATION P.O. Box 3707 Seattle, WA 98124 prepared for: The Boeing Company P.O. Box 3707 Seattle, WA 98124 prepared by: Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 January 8, 2018 S&H Job Number 18,028 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION SITES & HILL ENGINEERS, INC. Professional Engineers & Planners CIVIL, STRUCTURAL AND SURVEYING RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER The Boeing Company 9-99 TOOLING RELOCATION P.O. Box 3707 Seattle, WA 98124 Z:n_AwAcr—driv°Ei STRUCTURAL CALCULATIONS BOEING BUILDING 9-99 9725 EAST MARGINAL WAY S. TUKWILA, WA PREPARED FOR THE BOEING COMPANY P.O. Box 3707 Seattle, WA 98124 01/08/18 PREPARED BY Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 January 8, 2018 S & H Job Number: 18,028 SITTS & HILL ENGINEERS, INC. DESIGNED CJT TACOMA, WASHINGTON (253) 474-9449 CHECKED PROJECT The Boeing Company 9-99 TOOLING RELOCATION CALCULATION INDEX DATE 1/8/2018 JOB 18,028 DATE BASIS 1 - 2 TOOLING ANCHORAGE 3 PALLET RACK ANALYSIS AND ANCHORAGE 4 - 57 DUST COLLECTOR ANCHORAGE 58 - 67 P:\18000\18028\Calculations\Structural\JPV-18028 rgi "' SITTS & HILL ENGINEERS, INC. DESIGNED CJT TACOMA, WASHINGTON (253) 474-9449 CHECKED JDB • PROJECT 9-99 Tooling Relocation MEI BASIS FOR DESIGN DATE 1/8/2018 DATE 1/8/2018 JOB 18,028 PAGE 1 BUILDING CODE: 2015 Edition of the International Building Code with State of Washington and City of Tukwila amendments shall be used and supplemented with ASCE 7-10. jr RISK CATEGORY: 11 fgl u N GRAVITY LOADS: 7 LATERAL LOAD CRITERIA: V II FOUNDATIONS: err Dust Collector Canopies = Self -Weight Snow Load = 25 PSF Pallet Rack Shelf Load = 3200 LBS Seismic Site Class: D. Seismic Design Category: D. Wind: 110 MPH, Exposure C Existing slab on grade assumed to bear on soil with minimum 1,500 psf bearing value. ▪ CONCRETE: Minimum compressive strength of concrete to be 4,000 psi minimum. rd STRUCTURAL STEEL: lq V V rd All reinforcing bars to be A615, Grade 60 (Fy = 60 ksi). Wide Flange Steel ASTM A992, Grade 50 50 ksi H -Pile Steel ASTM A572 50 ksi Hollow Square or Rectangular Steel ASTM A500, Gracie B 46 ksi Hollow Round Steel ASTM A500, Grade B 42 ksi Pipe Steel ASTM A53, Type: E or 5, Grade B 35 ksi All Other Structural Steel Shapes ASTM A36 36 ksi Anchor Rods: ASTM F1554, Grade 36. P:\18000\18028\Calculations\StructuraMPV-18028 SITTS & HILL ENGINEERS, INC. DESIGNED CIT TACOMA, WASHINGTON (253) 474-9449 CHECKED PROJECT 9-99 Tooling Relocation SEISMIC DESIGN CRITERIA - SITE DATE 1/8/2018 JOB 18,028 DATE PAGE Address: P.O. Box 3707 Seattle, WA 98124 Site Class: D 7-127 KING COUNTY AIRPORT OFFICE CENTER (FAA) Latitude: 47.5163 Longitude: -122.2986 Ss = 1.515 FROM DOWNTOWN SEATTLE 900 ASCE 7-10, SECTION 11.4: Fa = 1.00 SMS = SsFa = 1.515 x 1.00 SMs = 1.515 SDs = 2/3 SMS = 2/3 x 1.515 SDs = 1.010 ASCE 7-10, SECTION 11.5: Risk Category: IV ASCE 7-10, SECTION 11.6: Seismic Design Category: D (Table 11.4-1) (Equation 11.4-1) (Equation 11.4-3) 51= 0.573 (USGS) F„ = 1.50 (Table 11.4-2) SM1 = S1F„ = 0.573 x 1.50 (Equation 11.4-2) SM1= 0.860 5D1 = 2/3 5M1 = 2/3 x 0.860 (Equation 11.4-4) SDI = 0.573 le = 1.50 (Table 1.5-2) (Based on Tables 11.6-1 and 11.6-2) P:\18000\18028\Calculations\Structural\J PV -18028 Z U O O 00 O O O O O N O b N O O co O O O O K 0 u Z x N } U Q U to 00 O 1 -• m N N LID 0 N 0 N LD N 00 00 N m a '-I 0 O1 0 N OC 0 u z Q z 0 z H 0 u trt - 8m m m O N 00 m 0 a m a m 00 0 00 0 a 00 0 m 0 t0 00 m 00 m 0 v z al CO m 03 m '-I 00 m 00 m 03 '4 0▪ 3 1-1 00 m 00 m to z OIO Z u z Q w z 0 Z 0 w Q'i N -1 N N 0 N N O m N N N N CL w x an N o ,n LL II m Ln 00 O cri 0 N a rn 0 m 0 m 0 m D0 00 n a t0 m-1 N NJ N O N 1/410 N H I H90 A 8 GG 0 0 1- TENSION -SIDE z 0 Luv Q 0C �I m J 00 0 N CrI N Lo 0 N 0 'N, '4 0� N Lo 0 n 0 In ti 0 ry LD 00 00 a O 0 01 m of COMPRESSION - Z 0 U Q K LLI0 cc 0 01u z m CO U t z a N 00 LC/ CO O N t0 00 N 0 t0 N 01 rti O '-1 N a LA Tr 01 '-1 a 00 W 1)0 w 00 0 '4 ri m LD m 00 .-1 to m 00 m 00 N w U Q TOOL ANCHORS Z 0 u 0 9 W cc z_ mml 0 0 1— at 1`V ■ cI O 0 x 1= x C7 x x U Z r{ t0 — LCI LD O t0 00 N 00 00 n t0 N 00 m a 00 CO n 3 0 m O u LAI H u cc 0 LL '•1 01 1= to m O 0 0 m 0 t0 O N CA O '-1 m LD 0 LD 0 N 0 O N to O -1 O Im O to 0 1/1 N L.10 m 0 co N 3450 i 1045.4 N 0 O O1 0 N a 0 0 'Cr '-1 O t0 0 0 N 0 t0 0 O N. N 4 O n N m 0 a m 00 N m n a NV II *0. U 0/1 m 0 II Ia N F z 0 z z 0- w> 0 K O 0 D 1 LL O to N m a N L 0 1`0 10 a 0 n w U N a 0 x t0 O * 0 LL N CV0 a '-I to +11 0 17-0 0 N u II z 0 LLI CC 0 C`7. N ('4 1-1t CI. CO 00 A a 0 '4 0 a 0 x * l0 0 LL rn tD 110 w 0 trt v N 01 0 H z 0 N LLIz F m a t H II LLIU x u z 0 0 0 u w u LL 0 U Z 0 V u- LL LL a 0 0- z 0 Z w F U a a 0 s 5C to W Q 2 h U 0 0 K z 0 H 0 m Z 0 ccZ 0,0 O z 0 0 w Q m LO n State Disc Sander, Model D-24 c Sander, Model 24" 0 7 N 71/N 0 2 v 0 00 U C0 00 rn m v c0 0) 0 O m L a Rotex Punch '-1 m m 0l 0 2 LA 10 0 0 0 In 0 2 00 J 0 t0 t0 m 0 T U O O Z w 0 4-7 m c0) G co ¢ m 0 LIO O 10 L u a > a 0 0 0 a 8ce. 0 2 0 z Q 0 W m W enen e -i 0 cm w N 00 m O m LLI 00 H FOOTNOTES 3 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION Pallet Rack Geometry: JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 4 CHECKED: JDB DATE: 01-05-2018 TYPICAL FRONT ELEVATION SG& 1/2.1.-0. IA1 507 TYPICAL END ELEVATION SINGLE ROW PALLET RACKS SOU: 1/2` = 1'-7 ... • . "•d`.r4'..1311 C•J"- v SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION PALLET RACK LOAD FACTORS: D estimated self weight per shelf L no live loads considered JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 5 CHECKED: JDB DATE: 01-05-2018 u P Maximum load from pallets/products stored on racks per shelf Iq Papp portion of pallets/product load used to determine the seismic base shear bat I Impact loading on shelf E Seismic Load PALLET RACK SEISMIC DESIGN: Per ANSI/RMI MH, the design of a pallet rack that is above 8ft tall to the top shelf and not attached to connected to buildings or other structure shall consider seismic forces conforming to the following criteria: V=Cs•Ip•W., PER ASCE 7-10 SECTION 15.5.3 AND ANSI MH16 1-2012: SDs= 1.01 DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS SD1 := 0.573 DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD IP:=1.0 OCCUPANCY IMPORTANCE FACTOR, TABLE 1.5-2/ANSI/RMI MH 16.1 RLAT:=4.0 RESPONSE MODIFICATION COEFFICIENT, IN THE BRACED DIRECTION l ; (LATERAL) ANSI/RMI MH 16.1 SECTION 2.6.3 W RLONG:=6.0 RESPONSE MODIFICATION. COEFFICIENT, IN THE UN -BRACED DIRECTION (LONGITUDINAL) ANSI/RMI MH 16.1 SECTION 2.6.3 V CSLAT:= RDs —0.2525 SEISMIC RESPONSE COEFFICIENTANSI/RMI MH 16.1 SECTION LAT 2.6.3 FOR LAT. DIRECTION CSWNG:= SDs —0.1683 SEISMIC RESPONSE COEFFICIENTANSI/RMI MH 16.1 SECTION RLONG 2.6.3 FOR LONG. DIRECTION L 11 ra::: S•�•:Z• ma hLdd SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION PALLET RACK LOADS: JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 6 CHECKED: JDB DATE: 01-05-2018 h3:=3.5 ft HEIGHT OF SHELVES h2:=7 ft HEIGHT OF SHELVES hl :=10.5 ft HEIGHT OF SHELVES ht= 14 ft HEIGHT OF SHELF AT TOP OF RACK 1:=10.167 ft LENGTH OF SHELVES n6 := 2 NUMBER OF BEAMS PER SHELF ns:=4 NUMBER OF SHELVES - TOP SHELVE CANNOT BE LOADED ws:=250 lbf WEIGHT OF UNLOADED SHELF ws 12.295 plf 2.1 wT:=ns•ws=1000 lbf WEIGHT OF UNLOADED RACK- ESTIMATE w1 := 3200 lbf MAX LOAD POSTED ON SHELF wsy,eif:=wi+ws=3450 lbf TOTAL WEIGHT AT EACH SHELF wl =157.372 plf 2.1 Wdist: ' shelf —169.667 plf 2.1 ws•(h1+h2+h3+ht) C.G. — wr STORAGE LOAD ON EACH SHELF C.G. = 8.75 ft CENTER OF GRAVITY OF PALLET RACK "'dt-)Cdu LC.. K r, SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION Load Combinations Input Into Risa-3D: Derived via RMI MH16.1-12 Section 2.2 LRFD combinations used for all rack members. 1. 1.4•D+1.2•P JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 7 CHECKED: JDB DATE: 01-05-2018 p:=1.3 (sec. 2.6.2.1) 0:=0.7 except for uplift when its L (sec. 2.1) 2. 1.2 D+1.4•P 5. (1.2+.2•SDS)•D+(1.2+0.2•SDs)•(/3=0.7)•Papp +p•E Seismic Load case, modified for unused factors (1.2+.2•Sas) =1.402 (1.2+.2 •SDs) •0=0.981 7. (0.9-0.2 -Sas) •D+ (0.9-0.2 •SDs) • (/3=1.0) •Papp +p•E Seismic Uplift case, modified for unused factors (0.9-0.2•SDS)=0.698 Check Beam Shear and Moment for RMI MH16.1-12 Section 2.2: LRFD combinations used for all beam members. 8. 1.2 •D+1.4 •P+ 1.4.1 Where one_unit := w1= 3200 lbf The factor I, is the impact loading of a unit 1:= (0.25 • one_unit) • .5=400 lbf being placed on the shelf by a forklift. 1=400 lbf Impact Load Per Shelf This Toad scenario will be considered where one Toad is applied at the end of a beam for shear force, and one is considered at the middle for moment caused. They are not considered at the same time (non -concurrent) _a'7Iy, • _r� prr ala Y'_�?' c��,5� �t• t11 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 8 CHECKED: JDB DATE: 01-05-2018 SEISMIC LOADING ALONG SHELVES: 100% LOADING ON THE TOP SHELF Vlat_top:=CSLAT • (ws • ns+wl) =1060.5 lbf Global Z -Direction (Risa-3D) Via,,,9 top:=CSLONG• (ws•ns+w1)=707 lbf Global X -Direction (Risa-3D) I� I LATERAL DIRECTION (Z DIRECTION) Cs = 0.2525 PLF per wx (Ib) hx (ft) wx*hxk Cvx Fx beam 250 3.500 875 0.02 22 1.08 250 7.000 1750 0.04 44 2.16 3450 10.500 35225 0.86 907 44.61 250 14.000 3500 0.08 88 4.31 4200 42350 1.00 LONGITUDINAL DIRECTION (X -DIRECTION) Cs = 0.1683 Lbs per wx (Ib) hx (ft) wx*hxk Cvx Fx Beam 250 3.500 875 0.02 15 7.30 v r 250 7.000 1750 0.04 29 14.60 3450 10.500 3622_5 0.86 605 302.31 250 14.000 3500 0.08 58 29.21 4200 42350 1.00 r SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION 67% LOADING ON THE EACH SHELF Vlat'— 3 CSLAT. (ws•ns+wt•ns) =2323 lbf JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 9 CHECKED: JDB DATE: 01-05-2018 Global Z -Direction (Risa-3D) Vlong'— 3 CSLONG • (ws • ns+wl • ns) =1548.7 lbf Global X -Direction (Risa-3D) LATERAL DIRECTION (Z DIRECTION) C5 = 0.2525 - - PLF per wx (Ib) hx (ft) wx" hxk Cvx Fx beam 2394 3.500 8379 0.16 292 2394 7.000 16758 0.31 585 2394 10.500 25137 0.47 877 250 14.000 3500 0.07 122 7432 53774 1.00 LONGITUDINAL DIRECTION (X -DIRECTION) Cs = 0.1683 14 29 43 6 Lbs per wx (Ib) hx (ft) wx" hx'` Cvx Fx Beam 2394 3.500 8379 0.16 195 97.45 2394 7.000 15758 0.31 390 194.90 2394 10.500 25137 0.47 585 292.35 250 14.000 3500 0.07 81 40.71 7432 53774 1.00 d'. 1 JrV �,� �, tiird"1C.c�� 10 X -.012k/ft Loads: BLC 1, DL Sitts & Hill Engineers CJT 18028 Pallet Rack SK -1 1 Jan 8, 2018 at 8:56 AM 2017-12-07 Pallet Racks.r3d 0 -.157k/ Loads- BLC 2, 100% on top shelf Sitts & Hill Engineers CJT 18028 Pallet Rack 2 Jan 8, 2018 at 8:57 AM 2017-12-07 Pallet Racks.r3d 11 12 Loads' BLC 3, 67% on each shelf Sitts & Hill Engineers CJT 18028 Pallet Rack 3 Jan 8, 2018 at 8:57 AM 2017-12-07 Pallet Racks.r3d u Loads: BLC 5, Ea 100% top only long. Sitts & Hill Engineers CJT 18028 Pallet Rack 4 Jan 8, 2018 at 8:58 AM 2017-12-07 Pallet Racks.r3d 13 1J r Mad .004k/ft Loads: BLC 6, EQ 100% top only Lat. Sitts & Hill Engineers CJT 18028 Pallet Rack 5 Jan 8, 2018 at 8:58 AM 2017-12-07 Pallet Racks.r3d 15 Loads' BLC 8. EQ 67% all shelves long. Sitts & Hill Engineers CJT 18028 Pallet Rack 6 Jan 8, 2018 at 8:58 AM 2017-12-07 Pallet Racks.r3d .006k/ft Loads: BLC 9, EQ 67% all shelves lat. Sitts & Hill Engineers CJT 18028 Pallet Rack 7 Jan 8, 2018 at 8:58 AM 2017-12-07 Pallet Racks.r3d 16 17 L ■ Loads: BLC 11, LRFD Beam M Sitts & Hill Engineers CJT 18028 Pallet Rack 8 Jan 8, 2018 at 8:59 AM 2017-12-07 Pallet Racks.r3d 18 X X Loads: BLC 12, LRFD Beam V Sitts & Hill Engineers CJT 18028 Pallet Rack 9 Jan 8, 2018 at 8:59 AM 2017-12-07 Pallet Racks.r3d Company : Sills & Hill Engineers '' R'sA Designer :CJT Job gumber 18028 28 A NFMFTSCHFK COMPANY Model Name : Pallet Rack Jan 8, 2018 9:01 AM Checked By: Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravi Joint Point Distribut..Area(M... Surface 1 DL DL 16 2 100% on top shelf EL 4 3 67% on each shelf EL 12 5 EQ 100% top only long. None 16 6 EQ 100% top only Lat. None 16 8 EQ 67% all shelves long. None 16 9 EQ 67% all shelves lat. None 16 11 LRFD Beam M None 6 12 LRFD Beam V None 4 17 100% each shelf None 12 RISA -3D Version 16.0.1 [P:\...\...\...\...\Pallet Racks\Racks P2 and P3\2017-12-07 Pallet Racks.r3d] Page 1 19 Company : Sitts & Hill Engineers 11RisA Designer : 1CJT 80 Job Number 18028 A NFMETSCHFK COMPANY Model Name : Pallet Rack Jan 8,2018 9:02 AM Checked By: Load Combinations Description 1 LRFD 1 Yes Y 1 1.4 171.2 2 LRFD 2 Yes Y 1 1.2 171.4 3 4 LRFD 5a 100% long. Yes Y 1--:- 2 -981 5 1.3 5 LRFD 5b 67% lona. Yes Y 1 1.... 3 .981 8 1.3 6 LRFD 5c 100% lat. Yes Y 1 1.... 2 .981 6 1.3 7 LRFD 5d 67% lat. Yes Y 1 1.... 3 .981 9 1.3 8 LRFD 7a 100% long. Yes Y 1 .981 2 .981 5 1.3 9 LRFD 7b 100% lat. Yes Y 1 .981 2 .981 6 1.3 10 LRFD 7c 67% long. Yes Y 1 -981 3 .981 8 1.3 11 LRFD 7d 67% lat. Yes Y 1 -981 3 .981 9 1.3 12 LRFD 5a 100% long. opp Yes Y 1 1.... 2 .981 5 -1.3 13 LRFD 5b 67% Iona. opp Yes Y 1 1.... 3 .981 8 -1.3 14 LRFD 5c 100% lat. ODD Yes Y 1 1.... 2 .981 6 -1.3 15 LRFD 5d 67% lat. opp Yes Y 1 1.... 3 .981 9 -1.3 16 LRFD 7a 100% long. opp Yes Y 1 .981 2 .981 5 -1.3 17 LRFD 7b 100% lat. opp Yes Y 1 .981 2 .981 6 -1.3 18 LRFD 7c 67% long. opp Yes Y 1 .981 3 .981 8 -1.3 19 LRFD 7d 67% lat. opp Yes Y 1 .981 3 .981 9 -1.3 20 21 LRFD beam M Yes Y 1 1.2 17 1.4 11 1.4 22 LRFD Beam V Yes Y 1 1.2 17 1.4 12 1.4 23 24 25 100% EACH SHELF Y 17 1 26 DL Y 1 1 27 100% Top Y 2 1 28 67% each shelf Y 3 1 29 100% Ex (-) Y 5 1.3 30 100% Ex (+) Y 5 -1.3 31 100% Ez (-) Y 6 1.3 32 100% Ez (+) Y 6 -1.3 33 67% Ex (-) Y 8 1.3 34 67% Ex (+) Y 8 -1.3 35 67% Ez (-) Y 9 .91 36 67% Ez (+) Y 9 -1.3 RISA -3D Version 16.0.1 [P:\...\...\...\...\Pallet Racks\Racks P2 and P3\2017-12-07 Pallet Racks.r3d] Page 2 20 114 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 21 PROJECT: 9-99 TOOLING RELOCATION CHECKED: JDB DATE: 01-05-2018 DESIGN SUMMARY: rag PER RMI MH16.1-12 SECTION 5.1: THE BEAMS SHALL BE DESIGNED ASSUMING SIMPLE SUPPORTS OR PARTIAL END -FIXITY. THE MEMBER AND CONNECTION DESIGN WILL BE AS FOLLOWS: 6'' BEAMS: GRAVITY ONLY LOADS - DESIGN FOR THE MOMENT ASSUMING PINNED CONNECTIONS. RA BEAMS AND COLUMNS: GRAVITY + SEISMIC LOAD - DESIGN ASSUMING PARTIAL FIXITY OF END (20%) OF GRAVITY + FULL FIXITY FOR SEISMIC LOADS L.4 BEAM END CONNECTIONS: GRAVITY + SEISMIC LOAD - DESIGN ASSUMING PARTIAL FIXITY OF END (20%) OF GRAVITY + FULL FIXITY FOR SEISMIC LOADS l.r._� _d: •�.' ."i7 P Lac t -k. raSS S- "I' d'_"'_.(1,1 _Om Fr.• it nF Jr""'at0 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 22 PROJECT: 9-99 TOOLING RELOCATION CHECKED: JDB DATE: 01-05-2018 CHECK SHEAR IN BEAM: V,nax:=1800 Of =1800 lbf LOAD COMBINATION 22 Vn=0.6•A•Fy•C„ Per AISC Section G5 and G2.1 h:= 5 in— 3 • .075 • in = 4.775 in bad t:=0.075 in ht =63.667 A,,,:=h•t=0.358 int Fy :=42 ksi Pill k,, := 5 / 5 C„ := if I h < 11.1 •; 23 1.6 Envelope Only Solution Member y Shear Forces (k) (Enveloped) -1.3 Sitts & Hill Engineers CJT 18028 Pallet Rack Shears from Load Case 22 (Max. Gravity Loads + Impact SK -2 Jan 5, 2018 at 9:15 AM 2017-12-07 Pallet Racks.r3d SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION Beam Design: Fy := 42 • ksi Fu:= 60 • ksi Esti := 29000 ksi ASTM A529, GRADE 42 BEAM LOADS: Assuming full_fixity at supports. JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 24 CHECKED: JDB DATE: 01-05-2018 BEAM CHECK: Largest moments experienced by beam, from RISA Model Seismic Load Cases at Strength Level Loading: Mseismic := 26.4 kip • in Total Moment: ASSUMING 20% END FIXITY UNDER GRAVITY LOADS: UNDER 67% LOAD AT EACH SHELF LEVEL (1.402) •D+(.981) •Papp+p•E w b (1.402.250 lbf +.981.3200 lbf • .67) _ 120.673 lbf mgvtyl 2.1 ft w b _ (1.402.250 lbf +1.4-3200 lbf • 1.0) — 237.558 lbf mgvty2 2.1 f t (1 Mbmgvtyendl:= •2 ; g ' wbmgvtyl • l2 1=3.742 kip • in Mbmgvtyend2:= .2 (1 • wbrrcgvty2' l2 = 7.367 kip • in Mbmgvtymidl :_ .8 i ) 8 • wbmgvtyl' l2 =14.968 kip • in (1. i Mbmvt gymid2 := .8 1 8 • wb,ngvty2 • lZJ = 29.467 kip • in Mbm_end := max (Mseismic +Mbmgvtyendl , Mbmgvtyend2) M m Mbmgvtymid2 _36.834 kip • in rn_.8 Mb„i_max := max (Mym_end , Mbm_,n, = 36.834 kip • in = 30.142 kip • in Beams: S,:=1.7655 in3 F=42 ksi 0/1/n_ := .9 • Sy • Fy = 66.736 kip • in d "CdC 25 2.2 Envelope Only Solution Member z Bending Moments (k -ft) (Enveloped) Sitts & Hill Engineers CJT 18028 Pallet Rack Major Axis Moment (Seismic Only Loads) 3 Jan 5, 2018 at 9:21 AM 2017-12-07 Pallet Racks.r3d rig n SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION Check the Weld Moment Capacity: Check #1: BEAM & WELD GEOMETRY BEAM: LBC50 WELD THICKNESS = 0.1250" EFFECTIVE THICKNESS = 0.125 ` 0.707 = 0.088" WELD TYPE = D 1.500" 3.500" 0.875" 1.875" 2.75" FOR 1" WELD WIDTH: JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 26 CHECKED: JDB DATE: 01-05-2018 5.00" (1) ITEM (2) HEIGHT (3) WIDTH (4) y (5) A (6) Ay (7) (bh"3)112 (8) d (9) Ad"2 (10) (7) + (9) 1 1.500 1.000 4.250 1.500 6.375 0.281 1.835 5.049 5.330 2 3.500 1.000 1.750 3.500 6.1'25 3.573 -0.665 1.549 5.122 3 5.000 1.000 2.500 5.000 12.500 10.417 0.085 0.036 10.453 4 1.000 2.750 0.000 2.750 0.000 0.229 -2.415 16.043 16.272 5 1.000 0.875 3.500 0.875 3.063 0.073 1.085 1.029 1.102 6 1.000 1.875 5.000 1.875 9.375 0.156 2.585 12.526 12.682 TOTALS 15.500 37.438 14.729 36.233 50.962 COG Y= 2.415 in A = 15.500 Int I = 50.962 in4 Yt = 2.585 in Yb = 2.415 in St = 19.717 in3 Sb = 21.099 in3 r= 1.813 in For Beam Weld: Beam Fy = 42 ksi Beam Fu = 60 ksi Beam t = 0.075 in Pn1 = (ti)"(L)"Fu = 4.5 kip/in (A151-12. EQ. E2.5-5, E2.5-6 on a lineal inch basis) phi = 0.65 ii"Nominal Moment: phi'Pn1 "St = 0.650 x 19.72 x 4.5 PTC mat"-ad-xcpres 57.67 kip`in r'"d"' dN _�,rr, �, r,...'.j • • II L II FA SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION Check #2: BEAM GEOMETRY AT WELDS BEAM: LBC50 THICKNESS = 0.075" JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 27 CHECKED: JDB DATE: 01-05-2018 (1) ITEM (2) HEIGHT (3) WIDTH (4) y (5) A (6) Ay (7) (bh^3)!12 (8) d (9) Ad^2 (10) (7) + (9) 1 1.500 0.075 4.250 0.113 0.478 0,021 1.835 0.379 0.400 2 3.500 0.075 1.750 0.263 0.459 0.268 -0.665 0.116 0.384 3 5.000 0.075 2.500 0.375 0.938 0.781 0.085 0.003 0.784 4 0.075 2.750 0.000 0.206 0.000 0.000 -2.415 1.203 1.203 5 0.075 0.875 3.500 0.066 0.230 0.000 1.085 0.077 0.077 6 0.075 1.875 5.000 0.141 0.703 0.000 2.585 0.939 0.940 TOTALS 1.163 2.808 1.071 2.717 3.788 COG Y= 2.415 in A = 1.163 in2 I = 3.788 in4 Yt = 2.585 in Yb = 2.415 in St = 1.466 in3 Sb = 1.568 in3 r = 1.805 in Beam Shear Area = Item 1 + Item 2 + Item 3 = = 1.500 x 0.075 = 0.113 sq in = 3.500 x 0.075 = 0.263 sq in = 5.000 x 0.075 = 0.375 sq in Total Beam Shear Area = 0.750 sq in ALLOWABLE BEAM STRESS = 0.9 ° Fy = 0.90 • 42.00 ksi = 37.80 ksi ALLOWABLE BENDING = 37.80 ksi 1.466 = q5Mwetd:=55.4 kip •in A STC �ra;c 5 55.40 "k <-- GOVERNS err.: - r ,r., SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION CHECK END CONNECTION: (4) PINS 1. CHECK BEARING CAPACITY AT HOLES IN COLUMN PER AISI E3.3.1 Pn=CxmfxpdiaxtxFu pdia := 0.4375 in mf := 0.70 C:= 3.0 to ,1:= 0.1 in Fu= 60 ksi (FU:=.6•C•mf•pd;•tCOl•Fu=3307.5 lbf 2. CHECK PIN CAPACITY: Fupin := 60 ksi Opin := 0.75 Agpin := 0.09281 in2 OPO := .75 • Fupin • Agpin • Opin = 3.132 kip JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 28 CHECKED: JDB DATE: 01-05-2018 4.75 2.75 .75 OMpin :_ min (OP , OFu)) ,1.6.75 in + • 4.75 in + • 2.75 in + • .75 • in) 6.75 6.75 6.75 J OMi.= 35.384 kip • in CHECK BEAM AND END CONNECTION: Mb,n end = 30.142 kip • in Check2 := if (min (015Mweld , 4Mpin , �Mnbm) > Mbm_end , "BEAM OK" , "BEAM NG") Check2 = "BEAM OK" r• c—,a1 . orT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 29 CHECKED: JDB DATE: 01-05-2018 Column Design: Using the Risa model results, conservatively check the column for worst case moment and gravity loads. Worst case moments occur with Seismic loads in the longitudinal direction. The cooresponding axial loads are as follows: MIDDLE COLUMNS: Ex: Ez: PEx75B := 7900 lbf Maximum Axial Under Strength Load Combos MEx75B °= 2200.lbf • ft +Mbmgvtyendi = 30.142 kip • in Seismic Moment + End Gravity Moment Pcot Ex75B := PEx75B Pcol_Ex75B = 7.9 kip Mcol Ex75B :=MEx75B Mcol Ex75B = 30.142 kip • in PEz75B:=11600 lbf Maximum Axial Under Strength Load Combos MEx75B:=700 lbf • ft Maximum Weak Axis Moment Under Strength Load Combos Pcol Ez75B :=PEz75B Pcol Ez75B = 11.6 kip Mcol Ez75B :=MEx75B Mcol Ez75B = 8.4 kip • in Pu_ max := max OPcol_Ez75B 1P col_Ex75B) 3..- ..."SS —cif ncd:. .J. r `�(� it rri SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 30 PROJECT: 9-99 TOOLING RELOCATION CHECKED: JDB DATE: 01-05-2018 LOWER PORTION OF COLUMN: DOUBLE SECTION AXIAL LOAD: kx :=1.7 ky :=1 Per RMI -2012 -MH 16.1 section 6.3.1.1 & 6.3.1.2 rx :=1.256 in Lx := 42 in ry:=L839 in L:=54 in W ky • Ly — 29.364 ry kx•Lx — 56.847 Slender •— kx • Lx rx rx 4.71 Il Esti =123.764 > Slender= 56.847 Fy 2 1111 Fe • F'stl Fe= 88.569 ksi Slender Fy\ Fe,,.:=10.658 e) • Fy Fe,. = 34.439 ksi A :=1.875 int P •=F•A 9 0 � cT' • 9 0.9 -Pn= 58115.82 lbf > Pu_max=116001bf O.K. Check3:=if (0.9 •Pn>Pu „ax, "Axial Ok", "Column NG") = "Axial Ok" BENDING MOMENT: Sy :=1.94 in3 Sx :=1.986 in3 F9=42 ksi Mny:=Sy•Fy 0.9. Mny = 73.332 kip •in V Check4:=if (0.9.Mny>M�t_Ez75B, "OK "NO GOOD") = "OK" Mnx:=S•Fy 0.9 •Mnx = 75.071 kip •in Check5 := if (0.9 • Mnx > Mcol_Ex75B , "OK" , "NO GOOD") = "OK" d PT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION COMBINED LOAD: JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 31 CHECKED: JDB DATE: 01-05-2018 Ex: Pr:=PEX75B Pr -7.9 kip Mr:=MEz75B Mr=30.142 kip•in Pc:=0_9•Pn Pc=58.116 kip Mc:=0.9•Mnx Mc=75.071 kip•in Pr =0.136 < 0.2 Pc Pr + M = 0.469 < 1 O.K. 2 • Pc Mc 1 MI EZ:Pr:=PEz75B Pr=11.6 kip Mr:=MEz75B Mr=8.4 ICip•in Pc:=0.9•Pn Pc=58.116 kip Mc:=0.9•Mny Me= 73.332 kip•in PR WI Pr = 0.2 > 0.2 Pc P 8M -r+ r-0.301 < 1 O.K. Pc 9 Mc Credrecc ti r7 P f cr."" 1�'t .j �C.dti _ FBF •r,,. jr ), SETTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION Column Design: Check Column Section 4'-6" from Base: MIDDLE COLUMNS: Ex: PEx75B := 5257 lbf Ez: JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 32 CHECKED: JDB DATE: 01-05-2018 From Model MEx75B :=1100 lb f • ft +Mbrngvtyendl = L412 kip • ft Seismic Moment + End Gravity Moment Pcol Ex75B := PEx75B Mcol_Ex75B := MEx75B PEx75B := 7231 lbf MEZ75B := 700 l b f• f t Pcol Ez75B:=PEx75B Mcol_Ez75B := MEz75B Pu_ ,mox := max (Pcol_Ez75B IP col_Ex75B) UPPER PORTION OF COLUMN: LM30 AXIAL LOAD: kx :=1.7 ky :=1 rx :=1.249 in ry :=1.15 in ky • Ly 46.957 ry Pcot Ex75B = 5.257 kip Mcot Ex75B =16.942 kip • in From Model Maximum Weak Axis Moment Under Strength Load Combos Pcol Ez75B —7.231 kip Mcol_EZ75B = 8.4 kip • in Per RMI-2012-MH16.1 section 6.3.1.1 & 6.3.1.2 Lx := 42 in L:=54 in 4.71 •Y Este =123.764 > YY Fy 2 Fe— Slender e — 7r ' Esti Slender2 kx • Lx — 57.166 Slender — kx • Lx rx rx Slender= 57.166 Fe=87.584 ksi i PTC F, dcj i.•)r' -r r+). SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION Fy\ Fcr := W.658 F`) • Fy Ag:=.859 in2 Fcr = 34.362 ksi P,n:=Fcr•A9 JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 33 CHECKED: JDB DATE: 01-05-2018 0.9 •Pn = 26565.461 lbf > Pu mox=7231 lbf O.K. Check3:=if (0.9 •Pn>Pu_max., "Axial Ok", "Column NG").= "Axial Ok" BENDING MOMENT: Sy:=.752 in3 Sx:=.915 in3 F=42 ksi Mny := Sy • Fy 0.9 •Mny = 28.426 kip • in Check4 := if (0.9 • Mny > Mcol_Ez75B "OK" , "NO GOOD") = "OK" Mnx:=Sx •Fy 0.9 •Mnx= 34.587 kip • in Check5 := if (0.9 •Mnx > Mcol_Ex75B I "OK" , "NO GOOD") = "OK" COMBINED LOAD: Ex: Ez: Pr :=PEx75B Pr= 5.257 kip Pc:= 0.9 •Pn Pc= 26.565 kip Pr — =0.198 PC < 0.2 Pr + Mr = 0.589 < 1 O.K. 2 • Pc M� Pr := PEx75B Pc:=0.9•Pn Pr — =0.272 PC Mr:=MEx75B Mc:=0.9•Mnx Mr =16.942 kip • in M=34.587 kip • in Pr= 7.231 kip Mr:=MEx75B Mr=8.4 kip •in Pc=26.565 kip Mc:=0.9•Mny M=28.426 kip•in > 0.2 Pr 8 Mr -• + • —0.535 < 1 O.K. Pc 9 Mc M t- 3C 34 0.1 0.1 3.4 Envelope Only Solution Member Axial Forces (k) (Enveloped) 0.1 7.9 0.1 0 3.4 0.1 Sitts & Hill Engineers CJT 18028 Pallet Rack Max Axial Loads - Longitudinal Loads 8 Jan 5, 2018 at 9:42 AM 2017-12-07 Pallet Racks.r3d 1 1.7 -1.7 Envelope Only Solution Member y Bending Moments (k -ft) (Enveloped) 2.2 -2.2 1.7 7 Sitts & Hill Engineers CJT 18028 Pallet Rack Column Moments from Longitudinal Seismic Only 5 Jan 5, 2018 at 9:27 AM 2017-12-07 Pallet Racks.r3d 4.3 11.6 -3.5 Envelope Only Solution Member Axial Forces (k) (Enveloped) 4.3 -.9 Sitts & Hill Engineers CJT 18028 Pallet Rack Max. Axial Loads - Lateral Loads 7 Jan 5, 2018 at 9:41 AM 2017-12-07 Pallet Racks.r3d I1 36 37 0.2 0.2 Envelope Only Solution Member z Bending Moments (k -ft) (Enveloped) 0.7 0.2 0.2 2 Sitts & Hill Engineers CJT 18028 Pallet Rack Column Moments from Lateral Seismic Loads Only 6 Jan 5, 2018 at 9:28 AM 2017-12-07 Pallet Racks.r3d URI CFS Version 10.0.3 Section: Section 2.cfss Channel 1.5x1.25-14 Gage Rev. Date: 12/7/2017 2:34:23 PM Printed: 12/7/2017 2:35:02 PM USE (2) BRACES AT LOWEST SECTION. WORST CASE LOAD: 3kips/2 = 1.5 kips Page 1 CFS Version 10.0.3 Section: Section 2.cfss Channel 1.5x1.25-14 Gage Rev. Date: 12/7/2017 2:34:23 PM Printed: 12/7/2017 2:35:02 PM Section Inputs Page 1 Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Channel, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 180.000 0.10690 Single 0.000 0.0000 0.6250 2 1.5000 90.000 0.10690 Cee 0.000 0.0000 0.7500 3 1.2500 0.000 0.10690 Single 0.000 0.0000 0.6250 Member Check - 2016 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 4.900 ft Ly 4.900 ft Lt 4.900 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k0 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Entered 1.5000 0.0000 0.0000 0.0000 0.0000 Applied 1.5000 0.0000 0.0000 0.0000 0.0000 Strength 1.6090 2.1542 1.0090 0.9294 1.8914 Effective section properties at applied loads: Ae 0.26631 in^2 Ixe 0.10111 in^4 Iye 0.04354 in^4 Sxe(t) 0.13482 in^3 Sye(1) 0.10102 in^3 Sxe(b) 0.13482 in^3 Sye(r) 0.05316 in^3 Interaction Equations NAS Eq. H1.2-1 (P, Mx, My) 0.932 + 0.000 + 0.000 = 0.932 <= 1.0 NAS Eq. H2-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. H2-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION PALLET RACK ANCHORAGE: JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 40 CHECKED: JDB DATE: 01-05-2018 PER THE RISA RESULTS, LOAD CASE 19 DEVELOPS THE WORST CASE UPLIFT. USING THIS LOAD COMBINATION AND ADJUSTING FOR AN OVERSTRENGTH SEISMIC FACTOR OF 2.0, THE ANCHORS SHALL BE DESIGNED FOR AN UPLIFT OF: Ustrength:= 7.533 kip Vstrength'= 2.236 kip Per the attached Hilti printout - (2) 1/2" Diameter Anchors in Hilti HIT-HY 200 with 6" Embed - OK -rC .ter,. _.Gil Fx Dr_S'- 5r'.t '.7}rc. c l:)m.., Fyr p.•l��li- Company : Sitts & Hill Engineers 11R ISA Designer :CJT Job gumber 18028 28 ANFMFTSCHFK COMPANY Model Name : Pallet Rack Jan 8, 2018 9:17 AM Checked By: Joint Reactions (By Combination) LC Joint Label X fk Z fkl 1 19 N1 .065 5.597 .772 0 0 0 2 19 N2 0 15.371 2.261 0 0 0 3 19 N3 .06 -2.225 .72 0 0 0 4 19 N4 0 -7.533 2.236 0 0 0 5 19 N33A -.065 5.597 .773 0 0 0 6 19 N34A -.06 -2.225 .72 0 0 0 7 19 Totals: 0 14.582 7.483 8 19 COG (ft): X: 10.167 Y: 7.236 Z: 1.666 RISA -3D Version 16.0.1 [P:\...\...\...\...\Pallet Racks\Racks P2 and P3\2017-12-07 Pallet Racks.r3d] Page 3 41 www.hilti.us Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers Page: CJT Project: 4815 Center St. Sub -Project I Pos. No.: (253) 474-9449 1(253) 474-0153 Date: 1 Tool Relocation 1/8/2018 Specifiers comments: Pallet Rack Anchorage 1 Input data Anchor type and diameter: HIT -RE 500 V3 + HAS -E 871/2 Effective embedment depth: het,act = 6.000 in. (lieu,* = - in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR -3814 Issued I Valid: 1/1/2017 1 1/1/2019 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 8.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular HSS (AISC); (L x W x T) = 6.000 in. x 3.000 in. x 0.188 in. Base material: cracked concrete, 4000, fj = 4000 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.lb] 00 z J� Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 42 www.hilti.us Profis Anchor 2.7.5 Company: Sitts & Hill Engineers Specifier: CJT Address: 4815 Center St. Phone I Fax: (253) 474-9449 I (253) 474-0153 E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 2 Tool Relocation 1/8/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3767 1118 1118 0 2 3767 1118 1118 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 7533 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [Ib] Capacity $ Nn [Ib] 01 Tension 2 Utilization pe = Nude} Nn Steel Strength* 3767 13301 Bond Strength** 7533 7730 Sustained Tension Load Bond Strength* N/A N/A Concrete Breakout Strength** 7533 9843 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR -3814 Nsa 2 Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [In.2] feta [psi] 0.14 125000 Calculations Nsa [Ib] 17735 Results Nsa [lb] • steel d/ Nsa [Ib] Nua [Ib] 17735 0.750 13301 3767 29 98 N/A 77 Status OK OK N/A OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 43 www.hilti.us 1-111�TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers CJT 4815 Center St. (253) 474-9449 1 (253) 474-0153 Page: Project: Sub -Project I Pos. No.: Date: 3 Tool Relocation 1/8/2018 3.2 Bond Strength ANa Nag = (\ANaO/ W ecl,Na W ec2,Na W ed,Na W cp,Na Nba 4, Nag > Nua AN. = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 cNa)z cNa = 10 daT uncr 1100 ! 1 W ec,Na = 1 1 + eN ) 5 1.0 CNa 1y ed,Na = 0.7 + 0.3 `ca,m `cNain) c 1.0 ` ca,min cNa W cp,Na = MAX _ 1.0 cac cac Nba =. a ' t k,c • aN,seis ' 1t ' da hef Variables k,c,uncr [psi] da [in.] 2587 0.500 ec1,N [in.] 0.000 Calculations cNa [in.] 7.633 hef [In.] ACI 318-14 Eq. (17.4.5.1.b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) ca,min [in.] ec2,N [in.] 6.000 cac [in.] 0.000 ANa [in.2] 17.292 ANaO [in.2] !.a 1.000 W ed,Na 309.37 W ec1,Na W ec2,Na 1.000 1.000 Results Nag [Ib] 15857 w bond 0.650 233.04 W cp,Na 1.000 Nba [lb] 1.000 4) seismic 0.750 11945 4 nonductile 1.000 2 k,c [psi] 1363 a N,seis 0.930 4) Nag [Ib] 7730 Nua [Ib] 7533 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 44 www.hilti.us 1■■11`TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers CJT 4815 Center St. (253)474-94491(253)474-0153 Page: Project: Sub -Project I Pos. No.: Date: 4 Tool Relocation 1/8/2018 3.3 Concrete Breakout Strength ANc Ncbg — (Awl)) Nwo I W ec,N W ed.N W c,N W cp,N Nb d Ncbg 2 Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO W ec,N W ed.N W cp,N Nb = 9 haf 1 1+2eN 51.0 3 her = 0.7 + 0.3 (Ca,min / 5 1.0 `` 1.5her) = MAX(C3,min 1.5het\ �CCac Cac = kc %. aVTc hej5 Variables her [in.] 6.000 ec1,N [in.] ec.2,N [in.] ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Ca,min [in.] c.N 0.000 Cac [In.] kc 17.292 17 Calculations ANc [in.2] 414.00 Results Ncbg [Ib] 20191 0.000 %a ANco [in.2] 1.000 W ecl,N fc [psi] 4000 W ec2,N 324.00 • concrete 0.650 1.000 seismic 0.750 1.000 (Y nonductile 1.000 1.000 W ed,N 1.000 W cp,N Nb [Ib] Ncbg [lb] 9843 1.000 N. [lb] 7533 15802 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 45 rri www.hilti.us mou-ri Profis Anchor 2.7.5 Company: Sifts & Hill Engineers Page: PR Specifier: CJT Project: Address: 4815 Center St. Sub -Project I Pos. No.: ...i Phone I Fax: (253) 474-9449 1 (253) 474-0153 Date: E -Mail: 4 Shear load 5 Tool Relocation 1/8/2018 Load V„a [Ib] Capacity $ lin [Ib] Utilization Dv = V„a/4 Vn Status Steel Strength* 1118 6916 17 OK fill Steel failure (with lever arm)* N/A N/A N/A N/A r.l Pryout Strength (Bond Strength controls)** 2236 22200 11 OK Concrete edge failure in direction ** N/A N/A N/A N/A Fli * anchor having the highest loading **anchor group (relevant anchors) iJ 4.1 Steel Strength INVsa,eq = ESR value refer to ICC -ES ESR -3814 , 0 Vsteel Z Vua ACI 318-14 Table 17.3.1.1 W Variables II Ase,v [in•2] futa [psi] I 0.14 125000 Calculations Vsa,eq [lb] 10640 Results Vsa,eq [Ib] 4, steel 0 Vsa [Ib] Vua [Ib] 6916 1118 4.2 Pryout Strength (Bond Strength controls) ANa 6916 Vcp9 =k'L\Ar1a0/ W ecl,Na W ec2,Na W ed,Na W cp,Na Nba] ACI 318-14 Eq. (17.5.3.1b) 4, Vcpy z Vua ACI 318-14 Table 17.3.1.1 ANa seeACl 318 14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 CNa)2 ACI 318-14 Eq. (17.4.5.1c) CNa = 10 da1100 T uncr ACI 318-14 Eq. (17.4.5.1d) 1 Wec,Na= \1+eN)s1.0 ACI 318-14 Eq. (17.4.5.3) ` CNa 11/ W ed,Na = 0.7 + 0.3 ( CNan/ 5 1.0 ACI 318-14 Eq. (17.4.5.4b) W cp,Na = MAX(Cacac ,min CNscac) 5 1.0 ACI 318-14 Eq. (17.4.5.5b) `` r1 Nba = ), a ' t k.c ' aN,seis ' 1< ' da ' het ACI 318-14 Eq. (17.4.5.2) i✓ Variables �i ^cp T k,c,uncr [Psi] da [in.] he [in.] c [in.] T k,c [Psi] ^ a,min 2 2587 0.500 6.000 1363 y ec1,N [in.] ec2,N [in.] cac [in.] X. a aN,seis 0.000 0.000 17.292 1.000 0.930 Pi Calculations CNa [in] ANa [in•2] ANaO [in.2] W ed,Na 7.633 309.37 233.04 1.000 W ecl,Na W ec2,Na W cp,Na Nba [Ib] 1.000 1.000 1.000 11945 Results Vcpg [Ib] 4, concrete 4, seismic 4, nonductile 4, Vcp9 [Ib] Vua [Ib] 31714 0.700 1.000 1.000 22200 2236 rmi Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1■■11`T1 Profis Anchor 2.7.5 Company: Sitts & Hill Engineers Page: IN Specifier: CJT Project: Address: 4815 Center St. Sub -Project I Pos. No.: W Phone I Fax: (253) 474-9449 I (253) 474-0153 Date: E -Mail: 5 Combined tension and shear Toads pN pv Utilization pN,V [%j Status 0.974 0.162 1.000 95 OK RNV=(pN+pV)/1.2<=1 6 Tool Relocation 1/8/2018 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The O factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! 1,4 • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by wo. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Lai 111 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 47 www.hilti.us 1■■11`.TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers CJT 4815 Center St. (253) 474-9449 1(253) 474-0153 Page: Project: Sub -Project I Pos. No.: Date: 7 Tool Relocation 1/8/2018 7 Installation data Anchor plate, steel: - Profile: Rectangular HSS (AISC); 6.000 x 3.000 x 0.188 in. Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to 7.1 Recommended accessories Drilling Cleaning Anchor type and diameter: HIT -RE 500 V3 + HAS -E B7 1/2 Installation torque: 360.000 in.lb Hole diameter in the base material: 0.563 in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 7.250 in. instructions for use is required Setting • Suitable Rotary Hammer • Properly sized drill bit 4.000 • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush ♦y 4.000 • Dispenser including cassette and mixer • Torque wrench 0 0 0 0 0 0 0 0 0 0 0 0 1.500 5.000 1.500 Coordinates Anchor in. Anchor 1 2 x y -2.500 0.000 2.500 0.000 C -x c+x c.y c+y Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 48 kmi www.hilti.us 1-1111:1 Profis Anchor 2.7.5 Company: Sitts & Hill Engineers Page: Specifier: CJT Project: Address: 4815 Center St. Sub -Project I Pos. No.: i.r Phone I Fax: (253) 474-9449 1 (253) 474-0153 Date: E -Mail: 8 Tool Relocation 1/8/2018 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using )almi the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. L Input data and results must be checked for agreement with the existing conditions and for plausibility! 11 PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 49 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION rig Base Plate Check B:= 8 in Baseplate width N:= 8 in Baseplate length =1 � B te:= 3 in Baseplate thickness i14 Fy := 36 ksi it B •N= 64 int Baseplate Area uI ;., P.:= 11600 lbf Max Axial factored Toad := 0.6 f' := 4000 psi Al,.eq •— Pu Al,.eq = 5.686 in 2 •.85•fe Required thickness check. d:=6 in Overall column depth, in. bf:=3 in Column width, in. JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 50 CHECKED: JDB DATE: 01-05-2018 Lmi N -0.95•d m- -1.15 in 2 B -0.8•b him f -2.8 in PP:=4•0.85•f,•B•N• 1=130560 lbf LRFD 2 Lei a= 2•� <1 where X:= 4•d•bf Pu —0.132 11 1+ 1-X (d+bf)2 ri,PP A —2. - 0.376 An' := a • Vd•bf - 0.797 in i 1+1-X V 11 l:=max (m, n,.n') V 1 2 •P u Pu -0.3627 in ]<0 to = 0.375 in Ok q5•Fy•B•N +' PT �h ^.t S- y• at-cac fbr mJr= Q 1 ria ►.► SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 18028 r+� DESIGNED: CJT DATE: 01-05-2018 51 PROJECT: 9-99 TOOLING RELOCATION CHECKED: JDB DATE: 01-05-2018 ria CHECK PLATE FOR MINOR AXIS BENDING FROM UPLIFT: Puplift • 7533 lbf Half of the uplift Toad - The load will be evenly distributed to 2 each side of the column B:= 8 in Baseplate width N:=8 in Baseplate length •, to := 3 in Baseplate thickness 8 Fy := 36 ksi Z:=—•.75•N•te2 =0.211 in3 Use 75% of Plate Width 4 4Mn:=0.90 Z•Fy=6.834 kip •in 1 1/2" from the face of the column to the Mfact :=Puptift • (1.5 in) = 5.65 kip • in centerline of the anchor bolt 10 Check6 := if (M fact < OM , "3/8" PLATE OK" , "NO GOOD") = "3/8" PLATE OK" " FTC .i a ,. d', Fy 'SS 1f �rw aLy r�, f �� .T L„ SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 TOOLING RELOCATION FOUNDATION CHECK: CHECK THE EXISTING 8" CONCRETE SLAB ASSUMING MINIMUM #4 BARS AT 18" O.C. ►.I BEARING LOADS: JOB: 18028 DESIGNED: CJT DATE: 01-05-2018 52 CHECKED: JDB DATE: 01-05-2018 ipl P.may:=11.6 kip W UPLIFT LOADS: 1 gravity := 3.93 kip Factored Gravity Load from Load Case 19 Pseismic := 7.423 kip Factored Seismic Load from Load Case 19 PER ATTACHED ENERCALC - EXISTING 8" SLAB IS ACCEPTABLE 11 6.1 u Ir Fri l.• (1' mar..` i, -')^^ f . ro Laroil Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Combined Footing Lic. # : KW -06002611 Description : Project Title: Engineer: Project Descr: Pallet Rack Uplift Load Case Code References Project ID: Printed: 8 JAN 2018, 9:19AM File = P:1180001180281Cakulations\Struchua Dust Collector Shelter118028.ec6 ENERCALC, INC. 1383-2017, Build:10.17.12.10, Ver..1o.17.12.10 Licensee : SITTS & HILL ENGINEERING, INC. Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density : Phi Values Soil Information Flexure : Shear: 4.0 ksi 60 ksi 3122 ksi 145 pcf 0.9 0.75 Analysis/Design Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on 'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Yes No 0.000180 1: 1 1: 1 Allowable Soil Bearing 1.0 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0.3 Dimensions & Reinforcing Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth .... Allowable pressure increase per foot when base of footing is below Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) ft ksf ft ksf ft 10 ksf 1.0 ksf Distance Left of Column #1 Between Columns Distance Right of Column #2 Total Footing Length Footing Width Footing Thickness Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads 1.50 ft 3.50 ft 1.50 ft 6.50 ft 6.0 ft 8.0 in Pedestal dimensions... Col #1 8.0 Sq. Dim. Height 4.0 in 4.0 in Col #2 8.0 in in As As Bars left of Col #1 Count Size # Provided Req'd Bottom Bars 2.0 4 0.40 Top Bars 2.0 3 0.220 Bars Btwn Cols Bottom Bars 2.0 4 0.40 Top Bars 2.0 3 0.220 Bars Right of Col #2 Bottom Bars 2.0 4 0.40 Top Bars 2.0 3 0.220 0.3022 inA2 0.0 in"2 0.4102 inA2 0.0 inA2 0.1037 inA2 0.1037 inA2 Applied © Left Column Axial Load Downward Moment (+CW) Shear (+X) Applied © Right Column Axial Load Downward Moment (+CW) Shear (+X) Overburden D Lr L S W E H = 3.930 3.930 7.423 -7.423 k k -ft k k k -ft k Nro 230 233 233 233 ss• 111 3'-6" 1'-6 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Combined Footing Project Title: Engineer: Project Descr: Project ID: Printed: 8 JAN 2018, 9:19AM File = P:1180001180281Calcutatiors\StructurallDust Collector Shelter 18028.ec6 ENERCALC, INC.1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. # : KW -06002611 Licensee : SITTS & HILL ENGINEERING, INC. Description : Pallet Rack Uplift Load Case DESIGN SUMMARY Factor of Safety Item Applied Design OK Capacity Governing Load Combination PASS 1.173 Overtuming PASS No Sliding Sliding PASS 2.343 Uplift Utilization Ratio Item 25.981 k -ft 0.0 k 5.196 k Applied 30.473 k -ft 3.489 k 12.174 k +0.60D+0.77 No Sliding +0.60D+0.70E Capacity Goveming Load Combination PASS 0.9017 Soil Bearing 1.199 ksf 1.330 ksf +0.60D+0.7UE PASS 0.1823 1 -way Shear - Col #1 17.295 psi 94.868 psi +D+E PASS 0.08185 1 -way Shear - Col #2 7.765 psi 94.868 psi +D+E PASS 0.2970 2 -way Punching - Col #1 56.353 psi 189.737 psi +D+E PASS 0.3143 2 -way Punching - Col #2 59.634 psi 189.737 psi +D+E PASS No Bending Flexure - Left of Col #1 - Top 0.0 k -ft 0.0 k -ft N/A PASS 0.5698 Flexure - Left of Col #1 - Bottom 4.052 k -ft 7.112 k -ft +D+E PASS No Bending Flexure - Between Cols - Top 0.0 k -ft 0.0 k -ft N/A PASS 0.7714 Flexure - Between Cols - Bottom 5.486 k -ft 7.112 k -ft +D+E PASS 0.09814 Flexure - Right of Col #2 - Top -0.3860 k -ft 3.933 k -ft +D+E PASS No Bending Flexure - Right of Col #2 - Bottom 0.0 k -ft 0.0 k -ft N/A Soil Bearing Load Combination... Eccentricity Actual Soil Bearing Stress Actual / Allow Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Overturning Stability 11.63 k 11.63 k 11.63 k 6.98 k 6.98 k 0.000 ft -1.564 ft -1.173 ft 0.000 ft -2.606 ft 0.30 ksf 0.77 ksf 0.62 ksf 0.18 ksf 1.20 ksf 0.30 ksf 0.00 ksf 0.00 ksf 0.18 ksf 0.00 ksf 1.00 ksf 1.33 ksf 1.33 ksf 1.33 ksf 1.33 ksf 0.298 0.575 0.467 0.135 0.902 Load Combination... D Only +D+0.70E +D+0.5250E +0.60D +0.60D+0.70E Sliding Stability Moments about Left Edge k -ft Moments about Right Edge k -ft Overturning Resisting Ratio Overturning Resisting Ratio 0.00 0.00 999.000 0.00 0.00 999.000 25.98 45.59 1.755 7.79 63.78 8.183 19.49 43.64 2.240 5.85 57.28 9.799 0.00 0.00 999.000 0.00 0.00 999.000 25.98 30.47 1.173 7.79 48.66 6.243 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 k 3.49 k 999 +D+0.70E 0.00 k 3.49 k 999 +D+0.5250E 0.00 k 3.49 k 999 +0.60D 0.00 k 2.09 k 999 +0.600+0.70E 0.00 k 2.09 k 999 Z -Axis Footing Flexure - Maximum Values for Load Combination Load Combination... Distance Tension Govemed Mu from left Side As Req'd by Actual As Phi*Mn Mu / PhiMn (ft -k) (ft) (inA2) (inA2) (ft -k) +0.60D+0.70E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.600+0.70E 0.000 0.016 0 0.000 0 0.000 0.000 0.000 +0.600+0.70E 0.000 0.033 0 0.000 0 0.000 0.000 0.000 +0.60D+0.70E 0.000 0.049 0 0.000 0 0.000 0.000 0.000 +D+E 0.015 0.065 Bottom 0.104 Min Temp % 0.400 7.112 0.002 +D+E 0.023 0.081 Bottom 0.104 Min Temp % 0.400 7.112 0.003 +D+E 0.033 0.098 Bottom 0.104 Min Temp % 0.400 7.112 0.005 +D+E 0.045 0.114 Bottom 0.104 Min Temp % 0.400 7.112 0.006 +D+E 0.059 0.130 Bottom 0.104 Min Temp % 0.400 7.112 0.008 +D+E 0.074 0.146 Bottom 0.104 Min Temp % 0.400 7.112 0.010 +D+E 0.091 0.163 Bottom 0.104 Min Temo % 0.400 7.112 0.013 +D+E 0.110 0.179 Bottom 0.104 Min Temo % 0.400 7.112 0.016 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Lic. # : KW -06002611 Description : Project Title: Engineer: Project Descr: Pallet Rack Bearing Code References Project ID: Printed: 8 JAN 2018, 9:19AM File = P:118000118028\Calculatiors\Structu allDust Collector Steaert18028.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : SITTS & HILL ENGINEERING, INC. Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions 4.0 ksi ▪ 60.0 ksi ▪ 3,122.0 ksi ▪ 145.0 pcf 0.90 0.750 = 0.000180 1.0 1 1.0 1 Yes Yes No No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than = 1.0 ksf No • 250.0 pcf • 0.30 = ft = ksf ft ksf = ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thickness Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing 3.0 ft 4.250 ft 8.0 in 8.0 in 8.0 in 0.250 in 4.0 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 2.0 # 4 2.0 # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Ig X -X Axis # Bars required within zone 82.8 % # Bars required on each side of zone 17.2 % Applied Loads x -. se t ,Z P : Column Load OB : Overburden M-xx M-zz V -x V -z D Lr L s W E H 11.60 k ksf k -ft k -ft k k Title Block Line 1 You can changes this area using the "Settings" menu item and then using the Printing & Title Block" selection. Title Block Line 6 General Footing Project Title: Engineer: Project Descr: Project ID: Printed: 8 JAN 2018, 9:19AM File = P:1180001180281Calculations\Structura8Dust Collector Shelter118028.ec6 ENERCALC, INC. 1983-2017, Buik1:10.17.12.10, Ver..10.17.12.10 Lic. # : KW -06002611 Licensee : SITTS & HILL ENGINEERING, INC. Description : Pallet Rack Bearing DESIGN SUMMARY Min. Ratio Item Applied Design OK Capacity Governing Load Combination PASS 0.7564 Soil Bearing 1.006 ksf 1.330 ksf D Only about Z -Z axis PASS n/a Overtuming - X -X 0.0 k -ft 0.0 k -ft No Overtuming PASS n/a Overtuming - Z -Z 0.0 k -ft 0.0 k -ft No Overtuming PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5207 Z Flexure (+X) 0.8668 k-ft/ft 1.665 k-ft/ft +1.40D PASS 0.5207 Z Flexure (-X) 0.8668 k-ft/ft 1.665 k-ft/ft +1.40D PASS 0.8732 X Flexure (+Z) 2.044 k-ft/ft 2.341 k-ft/ft +1.40D PASS 0.8732 X Flexure (-Z) 2.044 k-ft/ft 2.341 k-ft/ft +1.40D PASS 0.2350 1 -way Shear (+X) 22.290 psi 94.868 psi +1.400 PASS 0.2350 1 -way Shear (-X) 22.290 psi 94.868 psi +1.40D PASS 0.4042 1 -way Shear (+Z) 38.344 psi 94.868 psi +1.40D PASS 0.4042 1 -way Shear (-Z) 38.344 psi 94.868 psi +1.40D PASS 0.4094 2 -way Punching 77.681 psi 189.737 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Load Combination... Gross Allowable Xecc Zecc Actual Soil Bearing Stress @ LocationActual / Allow (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X. D Only 1.330 n/a 0.0 1.006 1.006 n/a n/a 0.756 X -X. +0.60D 1.0 n/a 0.0 0.6039 0.6039 n/a n/a 0.604 Z -Z. D Only 1.330 0.0 n/a n/a n/a 1.006 1.006 0.756 Z -Z. +0.60D 1.0 0.0 n/a n/a n/a 0.6039 0.6039 0.604 Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overtuming Sliding Stability Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Sliding Force Resisting Force Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k -ft Surface inA2 inA2 inA2 k -ft Status X -X. +1.40D 2.044 +Z Bottom 0.1160504209239 Min for Bending 0.1333 2.341 OK X -X. +1.40D 2.044 -Z Bottom 0.1160504209239 Min for Bendina 0.1333 2.341 OK X -X. +1.20D 1.752 +Z Bottom 0.0991571567740 Min for Bending 0.1333 2.341 OK X -X. +1.20D 1.752 -Z Bottom 0.0991571567740 Min for Bendina 0.1333 2.341 OK X -X, +0.90D 1.314 +Z Bottom 0.0740194810492 Min for Bendina 0.1333 2.341 OK X -X, +0.90D 1.314 -Z Bottom 0.0740194810492 Min for Bendina 0.1333 2.341 OK Z -Z, +1.40D 0.8668 -X Bottom 0.0485914693222 Min for Bendina 0.09412 1.665 OK Z -Z, +1.40D 0.8668 +X Bottom 0.0485914693222 Min for Bendina 0.09412 1.665 OK Z -Z. +1.20D 0.7430 -X Bottom 0.0415958582270 Min for Bendina 0.09412 1.665 OK Z -Z. +1.20D 0.7430 +X Bottom 0.0415958582270 Min for Bendina 0.09412 1.665 OK Z -Z. +0.90D 0.5573 -X Bottom 0.0311365672463 Min for Bendina 0.09412 1.665 OK Z -Z. +0.90D 0.5573 +X Bottom 0.0311365672463 Min for Bendina 0.09412 1.665 OK One Way Shear Load Combination... +1.40D +1.20D +0.90D Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status 22.29 DSI 22.29 osi 38.34 psi 38.34 osi 38.34 osi 94.87 osi 0.40 0.00 19.11 osi 19.11 PSI 32.87 osi 32.87 psi 32.87 psi 94.87 psi 0.35 0.00 14.33 DSI 14.33 osi 24.65 psi 24.65 psi 24.65 psi 94.87 osi 0.26 0.00 ri Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Project Title: Engineer: Project Descr: Project ID: Printed: 8 JAN 2018, 9:19AM Rte = P:\18000118028\CalcuIations\StructuraPDust Collector Shetter\18028.ec6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Lic. # : KW -06002611 Licensee : SITTS & HILL ENGINEERING, INC. Description : Pallet Rack Bearing Two -Way "Punching" Shear All units k Load Combination... +1.40D +1.20D +0.90D P1 higg A Vu 77.68 psi 66.58 psi 49.94 osi Phi*Vn 189.74 psi 189.74 psi 189.74osi Vu 1 Phi*Vn 0.4094 0.3509 0.2632 Status OK OK OK SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT: 9-99 Tooling Relocation DUST COLLECTOR FOUNDATION: JOB: 18028 DESIGNED: CJT DATE: 01/08/2018 CHECKED: JDB DATE: By comparison to the Pallet Rack design, the dust collector Toads will be smaller, therefore the slab is structurally adequate to support the dust collector. DUST COLLECTOR ANCHORAGE: SEs = 1.01 R:=2.0 I:=1.0 Response modifcation factor per ASCE7 Table 15.4-2 Overstrength factor per ASCE7 Table 15.4-1 Importance factor per ASCE7 Table 1.5-2 WP:=2000 lbf Dust Collector weight C:_ Rs —0.51 EQ. 12.8-2 Csmin:=0.044 •SEs•I=0.04 EQ. 12.8-5 V:=Wp•C3=1010 lbf Seismic base shear, EQ. 12.8-1 Determine the required anchorage: 11,9=6 .125 ft Dust Collector center of gravity kg= 4.975 ft Dust Collector support leg spacing OTM:=V•He9=6.19 kip• ft Overturning moment U _ fl° • OTM — (0.9 — 0.2 • SEs)W —2138 lbf Uplift at each anchor Sleg 4 V°•V := —505 lbf 4 Shear at each anchor PER ATTACHED USE 5/8" DIA. ADHESIVE ANCHORS EMBED 3 1/8" Minimum OK :, ,tZ*ad .,.ti - rte;` '/.•r dY' .d.. )j---' r-, r , 1r www.hilti.us 1■■11`TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers CJT Page: 1 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 Specifiers comments: 1 Input data Anchor type and diameter: HIT-HY 200 + HAS -E 5/8 Effective embedment depth: hef,act = 3.125 in. (hef,limk = - in.) Material: 5.8 Evaluation Service Report: ESR -3187 Issued I Valid: 11/1/2016 1 3/1/2018 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.lb] z NtW Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 59 www.hilti.us 1■■11`TI Profis Anchor 2.7.5 Company: Sifts & Hill Engineers PR Specifier: CJT Address: W Phone I Fax: i E -Mail: Page: 2 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 rig 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2138 505 0 505 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2138 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension Toad :Steel Strength* Load Nua [Ib] Capacity 4 Nn [Ib] 2138 10650 Bond Strength** 2138 2658 Sustained Tension Load Bond Strength* N/A N/A CConcrete Breakout Strength** 2138 2289 * anchor having the highest loading **anchor group (anchors in tension) : 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR -3187 • Nsa z Nua ACI 318-14 Table 17.3.1.1 C Variables Ase,N [in•2] fora [psi] 0.23 72500 Calculations CI Nsa [Ib] 16385 Results 7 Nsa [Ib]steelittnonducttle Nsa [Ib] Nue [Ib] 16385 0.650 1.000 10650 2138 A y Tension Utilization PN = Nua/4 Nn 21 81 N/A 94 Status OK OK N/A OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 60 www.hilti.us 1■■11`TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers CJT Page: 3 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 3.2 Bond Strength Na = GANa0) W ed,Na W cp,Na Nba ACI 318-14 Eq. (17.4.5.1a) Na >_ Nua ACI 318-14 Table 17.3.1.1 ANa = see ACI2 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANaO = (2 CNa) CNa = 10 da uncr 1100 1 ec,Na = (1 + eN s 1.0 ACI 318-14 Eq. (17.4.5.3) CNa W ed,Na = 0.7 + 0.3 ( CNan) <_ 1.0 ACI 318-14 Eq. (17.4.5.4b) W cp,Na = MAX(CCaca,mi`n CNa) Cac1 1.0 ACI 318-14 Eq. (17.4.5.5b) `\ Nba = X a • t k,c aN,seis ' n • da ACI 318-14 Eq. (17.4.5.2) ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.5.1d) Variables t k,c,uncr [psi] da [in.] 2220 0.625 het [In.] Ca,min [in.] ec1,N [in.] ec2,N [in.] 0.000 0.000 Calculations) CNa [in.] ANa [in.2] 8.839 312.50 3.125 cab [ln.] 4.252 12.000 x ANaO [in.2] 312.50 W ecl,Na W ec2,Na W cp,Na 1.000 1.000 1.000 Results A Na [lb] 4) bond w seismic 5453 0.650 0.750 1.000 W ed,Na 1.000 Nba [Ib] 5453 nonductile 1.000 t k,c [psi] 1185 a N,seis 0.750 Na [Ib] 2658 Nua [lb] 2138 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 61 www,hilti.us Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers CJT 1 Page: 4 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 3.3 Concrete Breakoutl\Strength ANc Nob - \ANco/ W ed,N W c,N l/ cp,N Nb Ncb 2 Nua ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO — 911; 1 W ec,N = 1 + 2 eN 5 1.0 3 hef W ed,N = 0.7 + 0.3 (1.5Ca,minh) 5 1.0 ef W col = MAX Ca,min 1.5hef c 1.0 Cac Cac Nb =kcAa hef5 ACI 318-14 Eq. (17.4.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables her [in.] ec1,N [in.] ecz,N [in.] Ca,min [in.] 3.125 0.000 0.000 12.000 Cac [in.] kc % a fc [Psi] 4.252 17 1.000 2500 Calculations ANc [in.2] 87.89 Results Ncb [Ib] 4696 ANco [in.2] 87.89 4) concrete 0.650 W c,N 1.000 ec1,N 4/ ecz,N W ed,N w cp,N Nb [Ib] 1.000 1.000 1.000 1.000 4696 W seismic 4' nonductile 4> Nob [Ib] Nua [Ib] 0.750 1.000 2289 2138 I itemi Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 62 www.hilti.us F■III-TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers CJT Page: 5 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 4 Shear Toad Load Vua [Ib] Capacity $ Vn [Ib] Utilization pv = Vua/} Vn Status Steel Strength* 505 4129 13 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 505 6574 8 OK Strength controls)** Concrete edge failure in direction y+** 505 5554 10 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength AA Vsa = av,seis (0.6 Ase,v futa) Vg., > Vua Variables Ase,v [in.2] futa [psi] 0.23 72500 Calculations Vsa,eq [Ib] 6882 Results Vsa,eq [Ib] 6882 4) steel 0.600 refer to ICC -ES ESR -3187 ACI 318-14 Table 17.3.1.1 aV,seis 0.700 nonductile 1.000 (0.6 Ase,v luta) [Ib] 9830 4.2 Pryout Strength (Concrete Breakout Strength controls) I `/ Vcp — kcp L(ANcANcoW ed,N W c,N W cp,N Nb] 4> Vcp > Vua AN. see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 hef 1 Wec.N=(1+2eN 51.0 3 he ed,N = 0.7 + 0.3 (1.5hCa,minet 5 1.0 W MAX(cmin 1.5hefl c 1.0 �Cac Cac Nb = kc A. a VTc hets 4) Vsa [Ib] Vua [Ib] 4129 505 ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kg, hef [in.] ed,N [in.] ec2,N [in.] Ca.min [in.] 2 3.125 0.000 0.000 12.000 W c,N Cac [in.] kc X a f. [psi] 1.000 4.252 17 1.000 2500 Calculations AN. [In•2 1 ANcO [in.2] W ec1,N W ec2,N 4/ ed,N W cp,N 87.89 87.89 1.000 1.000 1.000 1.000 Results Vcp [Ib] 4) concrete 4, seismic 4, nonductiie 4) Vcp [Ib] Vua [Ib] 9391 0.700 1.000 1.000 6574 505 Nb [lb] 4696 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 63 ria www.hilti.us 1■■III�TI Profis Anchor 2.7.5 Company: Sitts & Hill Engineers Specifier: CJT Address: Phone I Fax: E -Mail: Page: 6 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 4.3 Concrete edge failure in direction y+ Vth = (Avco) Y ed,V W c,V V h,V W parallel,V Vb ACI 318-14 Eq. (17.5.2.1a d Vcb =? Vua ACI 318-14 Table 17.3.1.1 Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 cat ACI 318-14 Eq. (17.5.2.1c) 1 V ec,v = 1 + 2ev) 5 1.0 ACI 318-14 Eq. (17.5.2.5) Scat W ed' v = 0.7 + 0.3(1.5ca1 cat ) <_ 1.0 ACI 318-14 Eq. (17.5.2.6b) V h,V = 1.5cat 1.0 ACI 318-14 Eq. (17.5.2.8) ha l0.2 �� Vb = (7 (d / ) a VTc c1.15 ACI 318-14 Eq. (17.5.2.2a) a Variables i cat [in.] cat [in.] ecv [in.] V c,v ha [in.] 12.000 12.000 0.000 1.000 8.000 :' le [In.] A. a da [in.] tc [psi] parallel,V l� 3.125 1.000 0.625 2500 1.000 :Calculations LAvc [in.2] Avco [in•21 V ec,V Ni ed,V W h,V Vb [Ib] 240.00 648.00 1.000 0.900 1.500 15870 p Results Vcb [Ib]concrete seismic nonductile Vcb [Ib] Vea [Ib] 7935 0.700 1.000 1.000 5554 505 1 5 Combined tension and shear Toads RN RV Utilization 13N,v [%] Status 0.934 0.122 1.000 89 OK 0NV=(13N+RV)/1.2<=1 Lir u 6.• Input data and results must be checked for agreement with the existing conditions and for plausibility! ri PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan n 1 r.l www.hilti.us 1■■11`TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers CJT Page: 7 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318.14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure he designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by 00• • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 65 Fri WEI iJ l� Psi www.hilti.us 1■■11`TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers CJT Page: Project: Sub -Project I Pos. No.: Date: 8 Dust Collector Anchors Tooling Relocation 1/8/2018 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.688 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required Anchor type and diameter: HIT-HY 200 + HAS -E 5/8 Installation torque: 720.001 in.lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 3.125 in. Minimum thickness of the base material: 4.625 in. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush y • Dispenser including cassette and mixer • Torque wrench Coordinates Anchor in. Anchor x 1 0.000 0.000 y c -x c x 12.000 c -y c.y 12.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 66 o o cO o o cci 1 o 6 0 6 6.000 6.000 • • Coordinates Anchor in. Anchor x 1 0.000 0.000 y c -x c x 12.000 c -y c.y 12.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 66 1 www.hilti.us 1■■III�TI Profis Anchor 2.7.5 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers CJT Page: 9 Project: Dust Collector Anchors Sub -Project I Pos. No.: Tooling Relocation Date: 1/8/2018 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan PERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0014 DATE: 01/16/18 PROJECT NAME: BOEING #9-99 SITE ADDRESS: 9725 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS. c )9)1gkTildin Division MN/4 `149 ublic Wor AMwc 1-Xt-(5 i tW2 Wk - Fire Prevention Structural Planning Division nPermit Coordinator IIII PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/18/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 02/15/18 Approved Approved with Conditions n Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 BOEING COMPANY, THE Dome Espanol Contact Safety & Health Claims & Insurance Washington State Department of L) Labor & Industries Page 1 of 9 Search L&I A -Z index help My IMI Workplace Rights Trades & Licensing BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor license specialties GENERAL License no. BOEINC*294ML Effective — expiration 07/13/1971— 01/18/2019 Active. Meets current requirements. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/6/2018 BOEING COMPANY, THE Bond FEDERAL INS CO Bond account no. 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Until Canceled Insurance ........................... Ace American Insurance Company Policy no. HDOG27870442 $10,000,000.00 Received by L&I Effective date 10/06/2017 10/01/2017 Expiration date 10/01/2018 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. &I Tax debts L ............................. No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,216-00 Doing business as BOEING COMPANY THE Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid .................................................................... _.................. No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 07/31/2017 Inspection no. 317945013 Location 3003 W Casino Rd Everett, WA 98203 No violations Page 2 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 2/6/2018 lr THE SUPPORT SERV BLDG. 09-099 COMPANY CES GROUP TOOLING RELOCAT CODES AND PERMITS PROJECT TITLE: TOOLING RELOCATION JOB NUMBER: 34484 QUANTITY SUBMITTED: ❑ 2 SETS: GENERAL PERMIT (SHELL & CORE) OR STRUCTURAL TENANT IMPROVEMENT 4 SETS: TENANT IMPROVEMENT (NON-STRUCTURAL) ❑ 3 SETS: FIRE PROTECTION/SPRINKLERS ❑ 2 SETS: TENANT IMPROVEMENT (REVISION) SUBMITTED FOR PERMIT & REVIEW: BOEING DEVELOPMENTAL CENTER 9725 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 98108 ❑ BUILDING ❑ PLUMBING 0 MECHANICAL II STRUCTURAL 0 GRADING 0 LANDSCAPE O DEMOLITION ❑ — *TO BE REVIEWED UNDER SEPARATE PERMIT. 0 ELECTRICAL ❑ FIRE PROTECTION* ❑ CANTILEVER RACKS ❑ — WASHINGTON STATE NON—RESIDENTIAL ENERGY CODE—APPROACHES COMPLIANCE OPTION 0 PRESCRIPTIVE 0 LPA ❑ ANALYSIS II N/A SPECIAL INSPECTIONS REQUIRED: 0 WELD 0 CONCRETE ❑ REBAR II ANCHOR BOLTS ❑ STRUCTURAL BOLTING 0 STRUCTURAL OBSERVATION 0 OTHER CALCULATIONS TYPE: STRUCTURAL VICINITY MAP CODE SUMMARY TYPE OF APPLICATION: ❑ NEW ['ALTERATION ❑ ADDITION IIITENANT IMPROVEMENT DRAWING INDEX ATTACHED X (YES) (NO) DRAWING INDEX GENERAL - ARCHITECTURAL MECHANICAL PROJECT DESCRIPTION: DRAWING NUMBER DRAWING TITLE DRAWING NUMBER DRAWING TITLE PROJECT SITE THE WORK FOR THIS PROJECT GENERALLY CONSISTS OF, BUT NOT LIMITED TO, THE FOLLOWING: • INSTALL 2 NEW PALLET RACKS, 14 FEET TALL • INSTALL TOOLS, EQUIPMENT AND FURNITURE RELOCATED FROM 18-42 BUILDING • INSTALL 8 FOOT TALL SHOP FENCING FROM DOWNTOWN SEATTLE 14-01 7-127 %KING COUNTY AIRPORT OFFICE CENTER (FAA) CODES: 2015 INTERNATIONAL BUILDING CODE & WAC 51-50 2015 INTERNATIONAL MECHANICAL CODE & WAC 51-52 2015 INTERNATIONAL FIRE CODE & WAC 51-54 CURRENT WASHINGTON STATE ENERGY CODE WAC 51-11 CURRENT CITY OF TUKWILA ZONING ORDINANCES CONTRACTOR & STATE NUMBER: THE BOEING CO. BOE INC * 294ML(OV2009) BOEING PROJECT ENGINEER: WENDELL YUEN @ 206-459-2474 BOEING CONTACT: JOHN MURDOCH FAX NUMBER: E—MAIL: john.s.murdoch@boeinq.com OCCUPANCY GROUP: F—I CONSTRUCTION TYPE: II—B ZONING: ALLOWABLE AREA INCREASE. N/A 18-42-1A10 18-42-1 Al OR 18.42-1A11 18-42-1A11 R 09-099—G2A 9-99-1A11 9-99-1Al2 09-099-1Al2R 09-099—A517 09-099—A518 09-099—A519 09-099—A520 09-099—A521 COVER SHEET PARTIAL FIRST FLOOR PLAN PARTIAL FIRST FLOOR PLAN — PARTIAL FIRST FLOOR PLAN REMOVAL PARTIAL FIRST FLOOR PLAN — REMOVAL GENERAL NOTES FLOOR PLAN FLOOR PLAN FLOOR PLAN — REMOVAL MISC SECTIONS AND DETAILS MISC SECTIONS AND DETAILS MISC SECTIONS AND DETAILS MISC SECTIONS AND DETAILS MISC SECTIONS AND DETAILS PHONE. 253-350-5522 18.42-1M11R 09-99-1M12R 09-99.1-1M112R 9-099-3M12R 9-99—M520R 9-99—M521R 09-99-1M11 09-99-1M12 09-99.1-1M111 09-99.1-1M112 09-99-1 M261 09-99.1-1 M262 09-099-3M 12 9-99-M520 9-99—M521 9-99—M2 C HVAC — FIRST FLOOR N HVAC DUCTWORK — PARTIAL PLAN E PIPING PLAN VIEW C HVAC PLAN B HVAC NORTH ELEVATION A HVAC NORTH ELEVATION H FIRST FLOOR PARTIAL HVAC PLAN N HVAC DUCTWORK — PARTIAL PLAN Q PLUMBING — PLAN VIEW E PIPING PLAN VIEW G FIRST FLOOR PLAN FIRE PROTECTION F FIRST FLOOR FIRE PROTECTION PLAN C HVAC PLAN B HVAC NORTH ELEVATION A HVAC NORTH ELEVATION F SCHEDULES FLOOR AREA: (ACTUAL) NO CHANGE ELECTRICAL OFFICES OCC BLDG GROSS 67,799 SQ FT STORAGF OCC TUNNEL 0 SQ FT LABORATORY OCC, FIRST FLOOR 59,292 SQ FT CANOPY OCC IST FLR MEZZ 0 SQ FT OTHER FACTORY OCC F—I 2ND FLOOR 4,082 SQ FT 3RD FLOOR 4,425 SQ FT PROJECT AREA 0 SQ FT STRUCTURAL DRAWING NUMBER 09-099—S606 09-099—S607 DRAWING TITLE MISC SECTIONS AND DETAILS DRAWING NUMBER 18-42-1 E110R E18.42 -1E111 R REV ORIG ORIG PALLET RACK SCHEDULE AND DETAILS BUILDING HEIGHT (ACTUAL) 45 FEET STORIES. 3 MEZZANINE ? ❑ (YES) 11 (NO) SQ FT FIRE PROTECTION: SPRINKLERED THROUGHOUT PER NFPA EAST MARGINAL WAY CORPORATE PARK 599 TUKWILA FROM KENT & AUBURN DEVELOPMENTAL CENTER NO SCALE 13 ? (YES) (NO) ❑ SEPARATION EXTERIOR WALL (NON—BEARING) HOUR RATING EXTERIOR WALL (BEARING) HOUR RATING INTERIOR WALL (NON—BEARING) HOUR RATING INTERIOR WALL (BEARING) HOUR RATING DEMOUNTABLE PARTITIONS HOUR RATING STRUCTURAL FRAMF HOUR RATING FLOOR/CEILINGS HOUR RATING ROOF CONSTRUCTION_ HOUR RATING SEISMIC DESIGN: ZONE D DESIGN LOADS: (CHAPTER 16) ROOF: LIVE (SNOW) (PSF) FLOOR: OFFICF (PSF) MECH/STOR (PSF) STA I R.S (PSF) CONCENTRATED. WIND: EXPOSURF 110 MPH, EXPOSURE C .• Approval of constru .: n dacLnionts doa5 riot authorize the violation o s y c tad coda or or ;nosiva. Rcceipt of approved r C•. and condi 'on auA-Jowledgad: City of 1 tsi�rrila !NG DIVISION 09-099-1E1 2R 09-099-1E1 2AR 09-099-1 E62R 9-99-1E111R 9-99-1 E1112R 09-099-1 E451 R 09-99-1 E12A 09-99-1E61 09-99-1E62 09-99-1E111 09-99-1E112 09-99-1 E411 09-99-1E412 ORIG ORIG ORIG ORIG ORIG ORIG A DRAWING TITLE 480Y/277V POWER PLAN — FIRST FLOOR PARTIAL 480Y/277 VOLT POWER PLAN — FIRST FLOOR LIGHTING PLAN — LIGHTING 208/120V POWER PLAN 480Y/277 VOLT POWER PLAN 480Y/277V POWER PLAN — FIRST FLOOR COMPUTER ROOM 120 VOLT POWER PLAN — LIGHTING 280Y 120 VOLT POWER 280Y 120V POWER PLAN 480Y 277 VOLT POWER PLAN 480Y 277V POWER PLAN — FIRST FLOOR PARTIAL FIBER OPTIC AND COMMUNICATION PLAN PARTIAL FIBER OPTIC PLAN City of Tukwila BUILDING D1VIS!QN REVISIONS No changes shall be made to the scope of work without prior approval of Tu!,ti-fila Bui1Uing Division. niOT' ''iill rct-.;,2 o i r 'i pian submittat and may ii do cdnional p!an PROJECT T I TLE :9-99 TOOLI G REL CATION CODE COMVMPLIANCE APPROVED FEB 0 1 2010 J 02 - City of Tukwila RECEIVED CITY OF TUKWILA, SITTS & HILL JAN 1 6 2018 ENGINEERS, INC. PERMIT CENTER R PERMIT JANUARY 08, 2018 CIVIL • STRUCTURAL ■ SURVEYING 4815 CENTER STREET I PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sItts-hill-englneers.comt TACOMA, WA. 98409 Project No.: 18028 Proj. Engineer: JDB Project Mgr.: BKL Proj. Drafter: SLM REVISION APPROVED REVISION BY APPROVED RECORD DRAWING W14150479 12.06.13 INSTALLATION OF 5 AXIS ROUTER 9-99 TOOLING RELOCATION W14150479 09.03.13 ACCEPTAB LITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE RA L. McVAY CHEC M. BOCK DATE 08.09.13 08.09.13 SUBTITLE CURRENT REVISION SYMBOL 34484 A COVER SHEET 01.08.18 34484 01.08.18 M. BOCK 08.09.13 TITLE 9-99 TOOLING RELOCATION CHECKED L. LINDELL APPROVED 08.09.13 APPROVED BUILDING 09-099 JOB NO. COMP NO. ARCHITECTURAL MASTER C -E/1-4 DEVELOPMENT CENTER, WA DWG NO. SPRINKLER RISER ROOM VESTIBULE B 1A10 1A500 n 1A10 1A500 PEDESTRIAN WALKWAY WORK ;AREA , UP Q 1A10 1A501 SIMILAR CANOPY 1C GEN ERATO ROOM DIESEL FU L (BELOW EXE P 1> STORAGE AMOUNTS) r a. OPY.. COFFEE ROOM .CONFERENCE • ROOM OFFICE OFFICE 3 1, RAMP UP r .1 OFFICE TRANSPORTATION AISLE 6x 12 WOOD BEAM A 1A10 1A500 BREAK ROOM OFFICE AND STORAGE 2 1A10 1A500 MECH. ROOM DNB SEE ENLARGED PLAN 1A10 1S504 STEAM CLEANING ROOM TRENCH AUTOMOTIVE 1 1A10 1A502 NEW STEP 1A10 1A502 B <1 PAINT SHOP 6'-0" AISLE 5'-5" 3'-0 1/2" 6 0" TORAGE AUTO SHOP WASTE TANK ENCLOSURE 1A10 1A502 EXISTING CONCRETE PAD n <7 ELECT. MAI NT. ELECT. MAI NT. AISLE FL00. PLA\ SCALE: 1/8"= 1'-0" SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE W 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 R CONSTRUCT TEMPORARY CSC J#556089-00 GMM DO 05.04.05 L RELOCATE DISPATCH J#100120-00 DJT/RLT WGC/DG 02.01.01 S REMOVE A/C UNIT WO#4514952 GMM DG 03.14.07 M RELOCATE DISPATCH — REVISIONS J#100120-00 N RELOCATE DISPATCH — REVISIONS J#100120-00 DJT/RLT DJT/RLT WGC/DG WGC/DG 02.26.01 T REFURB 18-42.1 OFFICE AREA J#576476-00 GMM DG 08.30.07 03.28.01 U WEST CORRIDOR CONSOLIDATION #16385-10 KW DG 05.16.12 P DIESEL GENERATOR CONTAINMENT J#210013-00 RFB 04.01.01 V WIRE SHOP RELOCATION 26150-10 EC/ROLLUDA 07.29.14 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE A� DRAWN ENGEBRETSON CHECKED M.L.SMITH DATE 08.25.83 05.24.00 LEIJE\D GE\PAL \OTES "BUILD A BERM" AS MANUFACTURED BY NEW PIG. INSTALL PER MANUFACTURER'S INSTRUCTIONS. UNISTRUT CEILING SYSTEM. SEE SHEET 1A501 FOR DETAILS. EPDXY FLOOR FINISH AT AREA SHOWN HATCHED. APPROX. 8,500 SF TOTAL NEO-GARD EPDXY 'LIGHT GREY' 70714/70715 4" R. BASE AT ALL WALLS WHERE NEW FLOORING FINISH IS INSTALLED. BURKE-MERCER #564 'SMOKE' ELECTRO -STATIC DISSIPATIVE EPDXY FLOORING AT AREA SHOWN HATCHED. APPROX. 275 SF. CO\S-RUCTIO\ \OYES Nf3- ool'1 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA. JAN 1 6 2018 PERMIT CENTER 1A11 KEY PLAN BLDG 18-42 SCALE: NONE ISSUED FOR PERMIT JANUARY 08, 2018 0 4 8 16 24 MI NI MINI IIII SCALE: 1 /8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sItts-h111-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM SUBTITLE PARTIAL FIRST FLOOR PLAN CURRENT REVISION 34484 SYMBOL DATE 01.08.18 ENGINEER CHECKED APPROVED APPROVED TITLE ARCHITECTURAL MASTER 9-99 TOOLING RELOCATION BUILDING 18-42 COL. A -F/10-17 KENT S.C., WA SHEET 1A10 JOB NO. 26150 -1 - COMP NO. DWG NO. 18-42-1A10 HA587C: 05/17/12 07:37 b.' c PRINK I_ ER l?ISE::.R ROOM ELECIRONNI.. (3EWC _... H +4X46 Ninny lobe Ieb4 19x30 Emk .24 ELECTRONIC BENCH ELECTRON I C BENCH 30044 1 IWORK TABLE ,4"x, nT- WHITE ROLLER. WORK TABLE 1y"x124" BENCH 3'x10) ELECTRONIC: BENCH 34X05 tLE T NEC- L ERGO BENCH 35X CO VESTIBULE C . l TABLE. EL LLr,TF. ! C [3,..11..1 „„6 NWHITERULLEF. ( rvHlrt ROLLER BENCH BENCH 3'410' to ;K ,..A SNeid 5'/.24 Cl n x ,.., .13 34 ,1. ,e. 1 ,L. W ,.3 X .,. :ti ;t ,t, 8 i. ,S" •8 t ,C ,e, X ,k. T19V•l 3i8VI 1118'di iii9`-11 118V1 I IEN1 318V1 378th WHITE ROLLER BENCH GENERATOR ROOM DIESEL FULL (BELOW EXEMPT 3x10 ;1 ORAGE.. AMOUNTS) WHITE RL L1.ER BENC .3x10' 78C PRINTER DESK 30X60 • u()---\ i\ )[ P , I-, r W \ \ 1 C 093(1' tab'>.Ui LX9c 43:1444; 313 10 I 441000 >1>JC1I 3IJiICJ }i3L._.-11 3'2L. as n'i .p HRIN , 24042] Cf) l: t`ri 01.1)-1111 02L 1 :)4zL 1 'JUT] ) L 13 L 09L • 1. F,x01 H)13313 5)1)10413313 .780 78C i zaamw COPY COFFEE ROOfvl ARM 9044 ARI /404 ._...4444.42–CVATR`"-CrfTR—Cfia:Yt' -ilJUJl;i_ 4414 M+1I —0HAtk_ ROOM .t a_- .1:431 4Ar roro 2,. (/ W J 10. x, OFFICE E 11 rvitr (DESK 1 30x60 RAMP UP OFFICE L r•-1 / TABLE 30X60 STORAGE SANDBLAST BREAK ROOM OFFICE AND .,1ORAG E:.. 7 MS VAC L LI Zvi PU:/l I' MAIN-. TBI_ 300.,0 r1 '4) PAINT SHOP 09';0/4 11'' /1 Rau: I IBL 144.301.. 130X30 / AUTOMOTIVE 9[69)0—t1 HSYM BBI1t N 313 St103IIt1Y 7911 M EC H P00M D N l ELECT. MAI NT. PARTIAL FIST FLOC PLA\ 'ENOVAL .14 bIBL OOH REMOVAL LEGE\D SCHEDULE: GE\EAL � OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING A2 FOR ADDITIONAL INFORMATION. 2. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION CO\S-RUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW- CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. UN—BOLT EQUIPMENT, PALLET RACKS AND VIDMARS FROM THE SLAB PALLETIZE AND SHIP TO THE 9-99 BUILDING. CUT ANCHOR BOLTS FLUSH WITH THE FLOOR AFTER THE ITEMS HAVE BEEN REMOVED. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS. SHIP ALL TAGGED (MOVE CODED) ITEMS TO THE 9-99 BUILDING INCLUDING TABLES, BENCHES, RACKS, CABINETS, TOOL CANS, ROLLING VIDMARS, METAL SHELVING, FILES, BARNES NUT & BOLT CABINETS, BOOK CASES, DRAFTING TABLES, GRANITE TABLES, TOTE BOXES AND MISCELLANEOUS ITEMS. CUT ANY ANCHOR BOLTS FLUSH WITH THE FLOOR AFTER THE ITEMS HAVE BEEN REMOVED. EFFE \CE D AWI \GS: SEE 18-42-1A10 PARTIAL FIRST FLOOR PLAN. SEE 18-42-1A11 PARTIAL FIRST FLOOR PLAN. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01. 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 1A11 0 4 8 16 24 ■t:t.MINI NI IN IIIIIIIr SCALE: 1/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sItts-h111-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE A 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 Qi BE/NG® r� ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker DATE 11.13.17 11.13.17 SUBTITLE PARTIAL FIRST FLOOR PLAN - REMOVAL CURRENT REVISION 34484 SYMBOL DATE 01.08.18 ENCINEER J. Baker CHECKED B. Leslie APPROVED APPROVED 11.13.17 11.13.17 TITLE GENERAL 9-99 TOOLING RELOCATION BUILDING 18-42 A—F / 10-17 KENT SPACE CENTER SHEET IAIOR JOB NO. 34484 COMP NO. DWG NO. 18-42-1A1OR McCarthy: 01/21/2016 8:48:59 AM MEN on XX WOMEN MATCH UNE - FOR CONTINUATION SEE SHT 1A10 LUNCH ROOM LIBRARY/RECORDSTORAGE N 3 C HWS 24X42 C) N DCN CLOSET A uthN5oo SEEI 01 f I A501 ZLXO£ ZLXO SMH ONE RM ZLXO£ SMH CC W 1- O U XOoa ELEVATOR x x x x x x x x -x P x x x x i x X LECE\D/SCHEDULE: CE\HAL OTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING A2 FOR ADDITIONAL INFORMATION. 2. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION CO\S-RUCTIO\ \OTES: EFRE\CE D�AWI\GS: b i e-oo�i EVI WED FOR DE OMPLIANCE PPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION .... RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER 1A10 ISSUED FOR PERMIT JANUARY 08, 2018 SYM REVISION BY APPROVED DATE G STORE EXPANSION J#754490-00 MLS/BC DG 2-7-96 H TOOL ROOM CEILING J#771706-00 BULLIS 6-20-97 J PALLET RACK ADDITION J#315819-00 MLS/LL DG 07.11.02 K WIRE SHOP RELOCATION 26150-10 C/ROLLUDA 07.29.14 L 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 gi BE/NG° ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN ENGEBRETSON DATE APPROVED BY DEPT. DATE CHECKED ML SMITH SUBTITLE PARTIAL FIRST FLOOR PLAN /// 0 4 8 16 24 ■ NI IIIIIIII 1111111111111.111 MI El 11E1 SCALE: 1/8"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 i FAX: (253) 474.9449 http://www.sitts.h111-engineers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM CURRENT REVISION 34484 SYMBOL DATE 01.08.18 ENGINEER CHECKED APPROVED APPROVED TITLE ARCHITECTURAL MASTER 9-99 TOOLING RELOCATION BUILDING 18-42 COL. A—F/1-9 KENT SPACE CENTER SHEET 1A11 JOB NO. 26150-10 COMP NO. DWG NO. 18.42-1A11 LECE\D/SCHE \RAL \CTES: 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" ON DRAWING A2 FOR ADDITIONAL INFORMATION. 2. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION CO\STUCTIO\ \OTES: (2) PCS. (2) PCS. 09x0£ 318V1 TABLE 30X60 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD (3) PCS. (3) PCS. ,....W :.........._...._...... jH,M1 , 24X42 , , UN—BOLT EQUIPMENT, PALLET RACKS AND VIDMARS FROM THE SLAB PALLETIZE AND SHIP TO THE 9-99 BUILDING. CUT ANCHOR BOLTS FLUSH WITH THE FLOOR AFTER THE ITEMS HAVE BEEN REMOVED. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS. SHIP ALL TAGGED (MOVE CODED) ITEMS TO THE 9-99 BUILDING INCLUDING TABLES, BENCHES, RACKS, CABINETS, TOOL CANS, ROLLING VIDMARS, METAL SHELVING, FILES, BARNES NUT & BOLT CABINETS, BOOK CASES, DRAFTING TABLES, GRANITE TABLES, TOTE BOXES AND MISCELLANEOUS ITEMS. CUT ANY ANCHOR BOLTS FLUSH WITH THE FLOOR AFTER THE ITEMS HAVE BEEN REMOVED. UN—BOLT THE DUST COLLECTORS AND WEATHER COVERS (ROOF STRUCTURES) AND SHIP TO THE 9-99 BUILDING. CUT ANCHOR BOLTS FLUSH WITH THE CONCRETE AFTER THE ITEMS HAVE BEEN REMOVED. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS. LJNICI-I ROOM KFEK\CE D AWI\GS: SEE 18-42-1A10 PARTIAL FIRST FLOOR PLAN. SEE 18-42-1A11 PARTIAL FIRST FLOOR PLAN. ACCURSHEAR Tl9-5V �- �::c'a.iiui��—u3��:IR— Abrasive Glass Blaster 60C 60C 60C 60C 4101, 4) PCS w ©I� (4) PCS HWS 30X72 HWS 30X72 (3) PCS. (3) PCS. HRTN 24X42 5) PCS. 5) PCS. 31-072111 TABLE 42 HWS 30X72 HWS 30X72 30X48 VIDt.AR UNIT 22Xeo 09X0£ 3�8V1 BENCH SURFACE TABLE Low 48x144 (2) PCS. (2) PCS. (4) PCS. (4) PCS. (12) PCS. (12) PCS. BREAD RACK 2080 09X017 40X60 PCTABLE 30X60 (4) PCS. < ZLX9l HON38 g BENCH S 26X72 (2) PCS. (2) PCS. RECEIVED CITY OF TUKWILA JAN 16 2018 PERMIT CENTER KEY P_AN SCALE: NONE SCALE: 1/8"=1'-0" PARTIAL FIST FLCO PLA SCALE: 1/8"= 1'-0" \ - 'EvOVAL REMOVAL ISSUED FOR PERMIT JANUARY 08, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-h111-engineers.com/ Project No.: 18028 Proj. Engineer: JDB Project Mgr.: Proj. Drafter: REVISION APPROVED REVISION APPROVED A 9-99 TOOLING RELOCATION 34484 01.08.18 ACC EPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN S. McCarthy CHECKED J. Baker ENGINEER J. Baker CHECKED B. Leslie APPROVED DATE 11.13.17 11.13.17 SUBTITLE PARTIAL FIRST FLOOR PLAN - REMOVAL CURRENT REVISION 34484 SYMBOL DATE 01.08.18 11.13.17 11.13.17 TITLE 9-99 TOOLING RELOCATION BUILDING 18-42 1A11R JOB NO. 34484 COMP NO. APPROVED GENERAL A—F / 1-9 KENT SPACE CENTER DWG NO. 18-42-1A11 R GENERAL ARCHITECTURAL NOTES (GAN) BUILDING CODE AND SPECIFICATIONS: ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS WITH STATE OF WASHINGTON AND CITY OF TUKWILA AMENDMENTS TO BE USED, U.N.O.: EDITION 2015 ICC/ANSI A117.1-03 2015 2015 2015 2015 2011 2015 ASCE 31-03 ASCE/SEI 41-06 ASCE/SEI 7-10 CODE INTERNATIONAL BUILDING CODE ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES INTERNATIONAL MECHANICAL CODE INTERNATIONAL FIRE CODE INTERNATIONAL PLUMBING CODE INTERNATIONAL ENERGY CONSERVATION CODE NATIONAL ELECTRICAL CODE INTERNATIONAL FUEL GAS CODE SEISMIC EVALUATION OF EXISTING BUILDINGS SEISMIC REHABILITATION OF EXISTING BUILDINGS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES GENERAL: THE CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS. ALL NEW CONSTRUCTION SHALL COMPLY WITH THE 2015 IBC (WITH STATE OF WASHINGTON AMENDMENTS) CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA, U.N.O. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL ARCHITECTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE OWNER. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL ARCHITECTURAL NOTES AND/OR SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. PLAN DIMENSIONS SHOWN ARE TAKEN TO FACE OF STUD OR FACE OF CONCRETE U.N.O. HEIGHTS SHOWN OR NOTED AFF (ABOVE FINISH FLOOR) ARE TO BE MEASURED FROM TOP OF FINISH FLOORING MATERIAL. DO NOT SCALE DRAWINGS. IF UNABLE TO LOCATE DIMENSIONS FOR ANY ITEM OF WORK, CONSULT OWNER FOR DIRECTION BEFORE PROCEEDING. IF DRAWINGS MEASURE LESS THAN 24" x 36", PRINTS ARE REDUCED FROM ORIGINALS. DETAILS SHOWN ON CONSTRUCTION DOCUMENTS SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROPRIATE LOCATIONS WHETHER SPECIFICALLY REFERENCED AT EACH LOCATION OR NOT. ADJUNCT CONSTRUCTION - THE EMBEDMENT OR PASSAGE OF PIPING, ELECTRICAL CONDUIT, DUCTWORK AND OTHER MATERIALS THAT WOULD REDUCE THE STRENGTH OF ROOFS AND/OR FRAMING IS NOT PERMITTED UNLESS THE WORK IS DONE IN ACCORDANCE WITH THE STANDARD DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS. THIS WORK MUST BE REVIEWED BY THE OWNER PRIOR TO CLOSING IN AND /OR CASTING. SEE STANDARD DETAILS AND PROJECT MANUAL FOR THE RELATIONSHIP OF UNDERGROUND CONDUIT AND PIPING TO FOUNDATIONS, FOR OPENINGS, FOR PIPING IN WALLS AND OTHER SPECIAL CONDITIONS REQUIRED FOR THIS PROJECT. WHERE PLAN NOTES CALL FOR THE CONTRACTOR TO INSTALL SPECIAL ITEMS, IT IS TO BE EXPLICITLY UNDERSTOOD THAT THE CONTRACTOR IS TO ALSO PROVIDE THAT ITEM AND ALL ACCESSORY EQUIPMENT REQUIRED TO INSTALL THAT ITEM(S). IF ITEM IS TO BE PROVIDED BY OWNER, IT WILL BE SO INDICATED. CONTRACTOR SHALL REPAIR ALL CONSTRUCTION DAMAGE NOT LIMITED TO GRASS, PAVED AREAS AND OTHER ITEMS TO PRE -CONSTRUCTION CONDITION FROM DAMAGE DURING CONSTRUCTION. PROVIDE PHOTOGRAPHS PRIOR TO STARTING WORK AND DELIVER TO OWNER. CHANGES TO THE APPROVED DRAWINGS AND PROJECT MANUAL SHALL BE MADE BY AN ADDENDA OR CHANGE ORDER SIGNED BY THE OWNER. THE ELECTRICAL, PLUMBING, AND MECHANICAL DRAWINGS ARE DIAGRAMMATIC ONLY. DO NOT SCALE THE DRAWINGS TO DETERMINE THE LOCATION OF PROPOSED EQUIPMENT, OUTLETS, OR OTHER ITEMS. SEE SCHEDULES, DETAILS, AND CONSTRUCTION DOCUMENTS FOR MOUNTING HEIGHTS OF ACCESSORIES. MAINTAIN FIRE RESISTANCE RATING OF RATED ASSEMBLIES BEHIND RECESSED WALL ACCESSORIES, INCLUDING FIRE EXTINGUISHER CABINETS, TOILET ACCESSORIES, MISCELLANEOUS ACCESSORIES, ELECTRICAL JUNCTION BOXES, AND OTHER ITEMS WHERE OCCURRING. THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS THAT THE WORK OF THE CONSTRUCTION IS TO BE IN ACCORDANCE WITH THE APPLICABLE CODES. SHOULD ANY EXISTING CONDITIONS SUCH AS DETERIORATION OR NONCOMPLYING CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACT DOCUMENTS WHEREIN THE FINISH WORK WILL NOT COMPLY WITH THE APPLICABLE CODES, A CHANGE ORDER OR SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILING AND SPECIFYING THE REQUIRED WORK, SHALL BE SUBMITTED TO AND APPROVED BY THE AGENCY HAVING JURISDICTION. MAINTAIN FIRE SAFETY DURING CONSTRUCTION AND DEMOLITION IN ACCORDANCE WITH THE 2015 EDITION OF THE INTERNATIONAL FIRE CODE. SELECTIVE DEMOLITION: SELECTIVE DEMOLITION SHALL INCLUDE THE SELECTIVE REMOVAL AND SUBSEQUENT OFFSITE DISPOSAL (U. N. 0.) OF THOSE ITEMS IDENTIFIED ON THE CONSTRUCTION DRAWINGS. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING: 1. REMOVAL OF EXISTING ITEMS INDICATED ON DRAWINGS AND MISCELLANEOUS ITEMS REQUIRED TO COMPLETE PROJECT. 2. REMOVAL AND PROTECTION OF EXISTING ITEMS, MATERIALS AND EQUIPMENT ITEMS INDICATED "SALVAGE," OR AS REQUIRED TO FACILITATE NEW WORK. 3. CORING CONCRETE FOR ITEMS TO BE EMBEDDED. 4. SAWCUTTING AS REQUIRED FOR REMOVAL OF ITEMS INDICATED ON PLANS AND HEREIN. 5. SAWCUTTING AND REMOVAL OF CONCRETE WALLS, SLAB PORTIONS OF WALLS/RETAINING WALLS, CONCRETE STEPS, DRAINAGE SWALES, CONCRETE CURBS, GUTTERS, CONCRETE WALKS -PAVING SLABS INDICATED AND AS REQUIRED TO FACILITATE NEW WORK, AS WELL AS RELATED BASE MATERIAL. 6. CORING CONCRETE TO INSTALL RAILING POST. 7. REMOVAL OF EXISTING PIPE, RAILINGS, POST AND BOLLARDS. (NOTE WHERE TO BE RE -USED AS INDICATED ON PLANS). 8. REMOVAL OF NON -SALVAGED HARDWARE AND HARDWARE NOT TO BE REUSED OR REINSTALLED. 9. REMOVAL OF CERAMIC WALL TILE AND SUBSTRATE(S) INDICATED ON PLANS AND AS REQUIRED TO FACILITATE WORK THIS PROJECT. 10. REMOVAL OF CERAMIC FLOOR TILE AND SUBSTRATE(S) INDICATED ON PLANS AND AS REQUIRED TO FACILITATE WORK THIS PROJECT. 11. REMOVAL OF ELECTRICAL CONDUIT, BOXES, RELATED ITEMS AND DEVICES AT WALLS INDICATED TO BE REMOVED - SEE ELECTRICAL SHEETS FOR ADDITIONAL INFORMATION AND REQUIREMENTS. 12. PORTIONS OF EXISTING BUILDING INDICATED ON DRAWINGS AND AS REQUIRED TO ACCOMMODATE NEW CONSTRUCTION. 13. REMOVAL OF INTERIOR PARTITIONS AS INDICATED ON DRAWINGS. 14. REMOVAL OF DOORS, WINDOWS AND FRAMES INDICATED. 15. REMOVAL AND/OR ALTERATION OF BUILT-IN CASEWORK INDICATED. 16. REMOVAL OF FINISHES ON WALLS, CEILING AND FLOORS INCLUDING TRIMS AS NOTED AND AS REQUIRED TO FACILITATE NEW WORK. 17. REMOVAL OF CEILING, FRAMING, HANGERS AND FINISHES INDICATED OR REQUIRED TO COMPLETE WORK. 18. CUTTING CONCRETE FLOORS AND MASONRY WALLS FOR PIPING, DUCTS AND CONDUITS, ETC. 19. REMOVAL OF EXISTING HARDWARE WHERE NEW HARDWARE IS SCHEDULED. 20. REMOVAL OF ACCESSORIES, TOILET PARTITIONS AND MISCELLANEOUS ITEMS INDICATED HEREIN, INDICATED ON DRAWINGS AND REQUIRED TO COMPLETE PROJECT. 21. REMOVAL OF EXISTING GLAZING AND RELATED ITEMS WHEN INDICATED ON PLANS. 22. GRIND FLOOR SUBSTRATE TO RECEIVE FLOORING. SEE PLANS FOR LOCATIONS. 23. REMOVAL OF SIGN FACES, WRAP/ PROTECT AND DELIVER TO OWNER. 24. REMOVAL AND SALVAGE FOR REINSTALLATION EXISTING FLOOR MOUNTED DOOR AND TOPS AND METAL THRESHOLDS AT FLOORING INDICATED TO BE REMOVED. 25. ROOFING AND ROOF INSULATION REMOVAL. 26. REINSTALLATION OF SALVAGE ITEMS AS INDICATED HEREIN. COORDINATE REMOVAL PROCESS TO FACILITATE REUSE OF SALVAGED ITEMS. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW. VERIFY ALL DIMENSIONS WITH OWNER. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. DEFERRED SUBMITTALS: SHOP DRAWING SUBMITTALS REQUIRED BY THESE GENERAL ARCHITECTURAL NOTES WHICH CONTAIN DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER OTHER THAN THE ENGINEER OF RECORD SHALL BE SUBMITTED PRIOR TO CONSTRUCTION TO THE BUILDING OFFICIAL FOR REVIEW. THE DOCUMENTS WILL FIRST BE REVIEWED BY THE OWNER AND ENGINEER OF RECORD AND DETERMINED TO BE IN GENERAL CONFORMANCE WITH THE BUILDING DESIGN. THESE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE BUILDING OFFICIAL HAS APPROVED THEIR DESIGN AND SUBMITTAL DOCUMENTS. THE FOLLOWING ITEMS SHALL BE SUBMITTED PER THIS SECTION: AUTOMATIC SPRINKLER SYSTEM HAZARDOUS MATERIAL STORAGE: 1. INCOMPATIBLE MATERIALS SHALL BE STORED SEPARATELY IN ACCORDANCE WITH IFC 5003.9.8. 2. HAZARDOUS MATERIALS SHALL BE STORED IN ACCORDANCE WITH IFC 5001 AND 5003. BUILDING IDENTIFICATION SIGN: CONTRACTOR SHALL POST A TEMPORARY BUILDING IDENTIFICATION SIGN DURING CONSTRUCTION ON THE CONSTRUCTION SITE. JOINT PROTECTION: FOR SEALING PERIMETER JOINTS OF GYPSUM BOARD PARTITIONS TO REDUCE SOUND TRANSMISSION. PROVIDE JOINT SEALANTS FOR INTERIOR APPLICATIONS THAT ESTABLISH AND MAINTAIN AIRTIGHT AND WATER-RESISTANT CONTINUOUS JOINT SEALS WITHOUT STAINING OR DETERIORATING JOINT SUBSTRATES. PROVIDE JOINT SEALANTS, BACKINGS, AND OTHER RELATED MATERIALS THAT ARE COMPATIBLE WITH ONE ANOTHER AND WITH JOINT SUBSTRATES UNDER CONDITIONS OF SERVICE AND APPLICATION, AS DEMONSTRATED BY SEALANT MANUFACTURER BASED ON TESTING AND FIELD EXPERIENCE. DOW CORNING CORPORATION OR APPROVED EQUAL. GYPSUM BOARD ASSEMBLIES: INTERIOR GYPSUM WALLBOARD: PANEL SIZE: PROVIDE IN MAXIMUM LENGTHS AND WIDTHS AVAILABLE THAT WILL MINIMIZE JOINTS IN EACH AREA AND CORRESPOND WITH SUPPORT SYSTEM INDICATED. STANDARD GYPSUM BOARD: PRODUCTS: SUBJECT TO COMPLIANCE WITH REQUIREMENTS, AVAILABLE PRODUCTS THAT MAY BE INCORPORATED INTO THE WORK INCLUDE, BUT NOT LIMITED TO THE FOLLOWING: GEORGIA -PACIFIC GYPSUM LLC; TOUGHROCK. CORE: 5/8 INCH, TYPE X. LONG EDGE: TAPERED. TRIM ACCESSORIES: INTERIOR TRIM: ASTM C1047. MATERIAL: GALVANIZED OR ALUMINUM -COATED STEEL SHEET, ROLLED ZINC, PLASTIC, OR PAPER -FACED GALVANIZED STEEL SHEET. SHAPES: CORNERBEAD: USE AT OUTSIDE CORNERS. LC -BEAD (J -BEAD): USE AT EXPOSED PANEL EDGES. NON-STRUCTURAL METAL FRAMING: METAL STUD FRAMING AND ACCESSORIES AT INTERIOR LOCATIONS. SCAFCO STEEL STUD COMPANY, OR APPROVED EQUAL. TYPICAL STUDS SHALL BE 3-5/8" X 1-5/8" X 18 GA AT 16" O.C. DOUBLE STUDS AT DOOR OPENINGS WITH HEADERS MADE OF TWO STUDS AND TWO TRACKS. PROVIDE SPECIAL STUDS PER THE DETAILS. PAINT AND COATING: INCLUDES SURFACE PREPARATION AND FIELD APPLICATION OF PAINTS. ALL PAINT TO SUPPLIED BY: GLIDDEN PROFESSIONAL 22643 83RD AVENUE SOUTH SUITE E&F KENT, WASHINGTON 98032 SURFACES: CORRECT DEFECTS AND CLEAN SURFACES CAPABLE OF AFFECTING WORK OF THIS SECTION. REMOVE OR REPAIR EXISTING COATINGS EXHIBITING SURFACE DEFECTS. SHOP FENCE: SEE DRAWINGS FOR DETAILS. SYSTEMS WORKSTATIONS: PROVIDED BY BOEING. GENERAL STRUCTURAL NOTES (GSN) BUILDING CODE AND SPECIFICATIONS: ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS WITH STATE OF WASHINGTON AND CITY OF TUKWILA AMENDMENTS TO BE USED, U.N.O.: EDITION 2015 ICC/ANSI A117.1-03 2015 2015 2015 2015 2011 2015 ASCE 31-03 ASCE/SEI 41-06 ASCE/SEI 7-10 MATERIAL STEEL WELDING COLD FORMED STEEL CODE INTERNATIONAL BUILDING CODE ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES INTERNATIONAL MECHANICAL CODE INTERNATIONAL FIRE CODE INTERNATIONAL PLUMBING CODE INTERNATIONAL ENERGY CONSERVATION CODE NATIONAL ELECTRICAL CODE INTERNATIONAL FUEL GAS CODE SEISMIC EVALUATION OF EXISTING BUILDINGS SEISMIC REHABILITATION OF EXISTING BUILDINGS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES CODE EDITION 14TH EDITION OF (AISC) STEEL CONSTRUCTION MANUAL. STRUCTURAL WELDING CODE - STEEL, (AWS) D1.1-15. 2012 (AISI) NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS 2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH CITY OF TUKWILA AMENDMENTS SHALL BE USED AND SUPPLEMENTED WITH ASCE 7-10. (AISC) MANUAL OF STEEL CONSTRUCTION - 14TH EDITION. (AWS) STRUCTURAL WELDING CODE / STEEL - AWS D1.1-11. CONCRETE (ACI 318)-11. REINFORCING 2004 ACI DETAILING MANUAL (ACI SP -66). AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM) STANDARDS. LOADS: FLOOR LIVE LOAD = 100 PSF WIND LOAD (INTERIOR STRUCTURE) = 5 PSF SEISMIC COEFFICIENTS FOR LATITUDE = 47.5163 DEGREES, LONGITUDE = -122.2986 DEGREES AND SITE CLASS "D", SEISMIC DESIGN CATEGORY "D": Ss = 1.515, S1 = 0.573 Sds = 1.010, Sd1 = 0.573 CONCRETE: ADHESIVE ANCHORS: HILTI HY200-R (ICC ESR -3187), OR SIMPSON AT -XP (IAPMO UES ER -263) OR APPROVED EQUIVALENT. THREADED RODS SHALL BE GALVANIZED OR STAINLESS STEEL AT EXTERIOR INSTALLATIONS. EXPANSION ANCHORS: HILTI KWIK BOLT 17 (ICC ESR -1917), OR SIMPSON STRONG -BOLT 2 WEDGE ANCHOR (ICC ESR -3037) OR APPROVED EQUIVALENT. BOLTS SHALL BE GALVANIZED OR STAINLESS STEEL AT EXTERIOR INSTALLATIONS. SPECIAL INSPECTION: BOLTS IN CONCRETE: EXPANSION ANCHORS AND ADHESIVE ANCHORS. CONTINUOUS INSPECTION. SPECIAL INSPECTOR SHALL VERIFY SIZE, GRADE, HOLE DEPTH AND CLEANLINESS. REPORTS: SEND TO OWNER, ENGINEER, CONTRACTOR AND CITY. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 1 2818 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER 00 Pi ISSUED FOR PERMIT JANUARY 08, 2018 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474.9449 1 FAX: (253) 474.9449 http://www.sitts-hill-engineers.comf Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 Q,�BOE/NG' o�- ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker ENGINEER J. Baker CHECKED B. Leslie DATE 11.13.17 11.13.17 SUBTITLE GENERAL NOTES CURRENT REVISION 34484 SYMBOL DATE 01.08.18 11.13.17 11.13.17 APPROVED APPROVED TITLE ARCHITECTURAL 9-99 TOOLING RELOCATION BUILDING 9-99 DEV. CENTER, WA SHEET G2A JOB NO. 34484 COMP NO. DWG NO. 09-099-G2A McCarthy: 01/21/2016 8:48:59 AM S2 S3 MANUFACTURING 475 SF OF 6494 SF 33 OCCUPANTS -17> RECEPTION r(!h)bi 1A11 A203 MFG. AREA u PALLET RACK 40X 23 PALLET RACK 40) PALLET RACK 123 40X123 n n H— 2 > 1 D AS -2 REFERENCE ONLY DN UP O 0 O 0 LANDING OPFN AREA 18B1 X XX TRANSPORTATION AISLE DN TRANSPORTATION AISLE 3 MeV VAULT 15B1 1 15B1 1A11 A512 0 OPEN AREA FE 13C1 OPEN AREA 12C1 12 TRANSPORTATION AISLE c) • 11C VESTIBUL 11C1 1A11 A110 N6 2 1A11 A5 9 2 N7 1)1 g REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 21:116 City of Tukwila BUILDNODIASION LEGE\D/SCHEDULE: GE\HAL \OTES: WHITE FIBERGLASS REINFORCED PANELS ON WALLS TO +7'-0", COMPLETE W/MANUFACTURERS EDGE AND CORNER MOLDINGS. 2"x2"x7' HIGH STAINLESS STEEL CORNER GUARD. BRACE CABINET TO FENCE PER DETAIL 5/A517. AT RELOCATED EQUIPMENT PROVIDE EXPANSION ANCHORS IN NUMBER AND DIAMETER TO MATCH EXISTING INSTALLATION. SEE "GSN" ON G2A AND 3/S606 FOR TYPICAL EMBEDMENT OF ANCHOR SIZES. AT RELOCATED VIDMARS PROVIDE EXPANSION ANCHORS IN NUMBER AND DIAMETER TO MATCH EXISTING INSTALLATION, AFTER FINAL PLACEMENT BY BOEING. SEE "GSN" ON SHEET G2A AND 3/S606 FOR TYPICAL EMBEDMENT OF ANCHOR SIZES. 6 > PROVIDE SHOP FENCING WITH 8—FOOT SLIDING GATE PER ELEVATION A/A521, PAINT PER GAN. PROVIDE FLASHING PER DETAIL 1/A517 AT DUST COLLECTOR DUCT WALL PENETRATION, COORDINATE WITH MECHANICAL DRAWINGS. CO\SRUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. 2. SEE GENERAL ARCHITECTURAL NOTES "GAN" AND GENERAL STRUCTURAL NOTES "GSN" ON DRAWING G2A FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. RE—INSTALL IN THE INDICATED LOCATIONS ALL EQUIPMENT, PALLET RACKS, VIDMARS, TABLES, BENCHES, RACKS, CABINETS, TOOL CANS, ROLLING VIDMARS, METAL SHELVING, FILES, BARNES NUT AND BOLT CABINETS, BOOK CASES, DRAFTING TABLES, GRANITE TABLES, TOTE BOXES AND MISCELLANEOUS ITEMS THAT HAVE BEEN SHIPPED FROM THE 18-42. INSTALL SYSTEMS FURNITURE PROVIDED BY OWNER. SEE ELECTRICAL DRAWINGS FOR POWER AND DATA REQUIREMENTS. 'EFE E\CE J7AWI\GS: 00 ill RECEIVED CITY OF TUKWILA JAN 16 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 0 KEY. PLAN SCALE: NONE 4 8 16 24 ■NIS MI . mss., :=II, xMIIIIIIIMI�t�, SCALE: 1/8"= 1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474.9449 http://www.sItts-h111-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM SYM K REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DIGITAL RADIOGRAPHY CENTER 110737-00 BB 08.16.02 P INSTALLATION OF 5 AXIS ROUTER W14150479 SH MEB 05.22.13 AS BUILT L M WAT LAB J#130433-02 JDB TWH 9/4/03 02-03-04 R INSTALL NEW SHOP FENCING W3830472 GMM 09.04.15 S 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 RELOCATE MR & D WELD SHOP TO 9-99 J#130240-00 FOA 10.06.04 MODEL SHOP—PHASE 1&2 100015-00 DLR GRP R.GWINN 07-31-01 N STORAGE & WALL ADDITIONS J#567392-03 TWH 05.23.07 J MODEL SHOP—PHASE 1 100015-00 DLR GRP G.M. 10.03.01 MEK'NG ® o'— ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN E.DUARTE CHECKED T.HANSON ENGINEER DATE 09.03.93 09.07.93 SUBTITLE FLOOR PLAN CURRENT REVISION 34484 SYMBOL DATE 01.08.18 CHECKED APPROVED APPROVED TITLE 9-99 TOOLING RELOCATION BUILDING 9-99 ARCHITECTURAL MASTER COL. D—E/1-2 DEV. CENTER, WA SHEET 1A11 JOB NO. 567392-03 COMP NO. DWG NO. 9-99-1A11 DETCAR: 09/04/15 08:21 2.5 <114E3) MATCHLINE RAMP UP TYPICAL THIS ROOM CLAUSING oeu. PRESS 30-261135 Wet Dust Collector Wet Dust Collector 10181476 11 WOMENS MENS 30-288177 PROCESS ROOM NON—COMBUSTIBLE MAT'L PUMP ROOM GROUP F, DIV. 2 660 SF, 3 OCC'S MECH EQUIP RM USE 1Al2 S521 TYPICAL THIS ROOM TYPICAL THIS ROOM 6'-0" GATE 24" 48" TYPICAL THIS ROOM WALL UMT ALIGNED 61111 EAST EDGE OF BASE UNIT EFRENCE LEGE\ GE /SCHEDUL \PAL \OTES: PATCH MISSING OR DAMAGED 4" ROPPE RUBBER WALL BASE. COLOR #P100 "BLACK". REPLACE DAMAGED/ MISMATCHED ARMSTRONG ACOUSTICAL CEILING TILE. ASSUMED 5% OF JOB SITE AREA. REPLACE DAMAGED/ SHEETMETAL—PATCHED RAISED FLOOR TILES ASSUMED 5% OF JOB SITE AREA. 4 COVER VENT OPENINGS PER DETAILS 3/A517 AND 4/A517. COVER VENT DUCT OPENING PER DETAIL 2/A517. 6 > SEE ELEVATION A/A518 FOR NEW 12'x14' WALL OPENING. 110> AT RELOCATED EQUIPMENT PROVIDE EXPANSION ANCHORS IN NUMBER AND DIAMETER TO MATCH EXISTING INSTALLATION. SEE "GSN" ON G2A AND 3/S606 FOR TYPICAL EMBEDMENT OF ANCHOR SIZES. SEE DETAILS FOR NEW PALLET RACKS ON SHEET S607. AT RELOCATED VIDMARS PROVIDE EXPANSION ANCHORS IN NUMBER AND DIAMETER TO MATCH EXISTING INSTALLATION, AFTER FINAL PLACEMENT BY BOEING. SEE "GSN" ON SHEET G2A AND 3/S606 FOR TYPICAL EMBEDMENT OF ANCHOR SIZES. PROVIDE SHOP FENCING WITH 6—FOOT SLIDING GATE PER ELEVATION A/A519, PAINT PER "GAN". BRACE CABINET TO WALL PER DETAIL 5/A517. BRACE 3'x3' SHELVING TO FENCE SIMILAR TO DETAIL 5/A517. PATCH SIDING AT EXTERIOR WALL WHERE ITEMS ARE REMOVED PER SHEET 3M12R, SEE DETAIL 6/A517. NEW DUST COLLECTORS. COORDINATE WITH MECHANICAL AND ELECTRICAL DRAWINGS. SEE DETAIL 7/A517 FOR EXHAUST DUCT FLASHING AT ROOF CO\STUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL BE REJECTED. 2. SEE GENERAL ARCHITECTURAL NOTES "GAN" AND GENERAL STRUCTURAL NOTES "GSN" ON DRAWING G2A FOR ADDITIONAL INFORMATION. 3. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. RE—INSTALL IN THE INDICATED LOCATIONS ALL EQUIPMENT, PALLET RACKS, VIDMARS, TABLES, BENCHES, RACKS, CABINETS, TOOL CANS, ROLLING VIDMARS, METAL SHELVING, FILES, BARNES NUT AND BOLT CABINETS, BOOK CASES, DRAFTING TABLES, GRANITE TABLES, TOTE BOXES AND MISCELLANEOUS ITEMS THAT HAVE BEEN SHIPPED FROM THE 18-42. INSTALL BARNES NUT AND BOLT CABINETS. MATCH PREVIOUS INSTALLATION FOR ANCHORS TO FLOOR AND WALL. NAWI\GS: ACTIVE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 21)18 City of TukwUa BUILDING IIVIAION . RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 0 0 0 0 O C) 0 4 8 16 24 ill NI IIIIII NI 1111111 SCALE: 1/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 IHIp://www.slfts-h111-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE L ROBOTIC 50 KIP TENSILE TESTER W1238730 ABKJ 09.28.12 F EXTRS: 21-03 R & E STORAGE RELOCATION J#180138-00 MRM 04.07.99 M 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 G EXTRS: 21-03 R & E STORAGE RELOCATION J#180138-00 MRM 06.03.99 C D E B1B LAB (PERMIT PACKAGE) B1 B LAB (CONSTRUCTION PACKAGE) J#180015-06 J#180015-06 GMM 11.03.98 H RELOCATE GRAPHIC DESIGNERS J#130413-00 TWH 11.14.03 GMM 11.17.98 J WAT LAB J#130433-02 TWH 02.03.04 B1B LAB (PERMIT/CONSTRUCTION PACKAGE) J#180015-12 GMM 11.25.98 K RELOCATE LOCK & KEY J#8534391 LMC 04.27.09 Rt iff® ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN EDDIE P. DUARTE DATE CHECKED T.HANSON SUBTITLE FLOOR PLAN CURRENT REVISION W1238730 SYMBOL DATE 01.08.18 APPROVED BY DEPT. DATE ENGINEER T.HANSON CHECKED 12.18.96 APPROVED APPROVED TITLE ARCHITECTURAL MASTER 9-99 TOOLING RELOCATION BUILDING 9-99.1 COL. E -.G/1-4 D.C. SHEET 1Al2 JOB NO. W1238730 COMP NO. DWG NO. 9-99-1Al2 _Z .................. 0 1 1. H ISI 2.5 LEGE D/scHEouLE: GE\RAL \OTES: MATCHLINE TRANSPORTATION AISLE 1. SEE GENERAL ARCHITECTURAL NOTES "GAN" AND GENERAL STRUCTURAL NOTES "GSN" ON DRAWING G2A FOR ADDITIONAL INFORMATION. 2. SEE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION. CO\STUCTIO\ \OTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD BULK STORAGE Sc MISCELLANEOUS OBJECTS REMOVE PORTION OF WALL FOR NEW 12'x14' OPENING. REMOVE FUME VENT HOUSING AND ASSOCIATED DUCTWORK. SALVAGE SEA LAUNCH EQUIPMENT FOR BOEING SURPLUS. REMOVE EXISTING WOOD CURB WITH ANCHORS. CUT EXISTING ANCHORS FLUSH WITH FINISH FLOOR. H // // //// //%/ INACTIVE: ACTIVE. Ns oolisi REMOVAL 'EFRE\ CE NAM SEE 09-99-1A10 FOR FLOOR PLAN. SEE 09-99-1A11 FOR FLOOR PLAN. SEE 09-99-1Al2 FOR FLOOR PLAN. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 \GS: O 0 4 8 16 24 MI MI • MI 1111111 111111111111111111111111111111111111111111111111111111111111 SCALE: 1 /8"=1'- SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474.9449 1 FAX: (253) 474.9449 http:Hwww.sItts-h111-engineers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 Q�BOE/ ”ap ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN J. KAMLA CHECKED J. BAKER ENGINEER J. BAKER CHECKED B. LESLIE DATE 11.13.17 11.13.17 11.13.17 11.13.17 SUBTITLE FLOOR PLAN - REMOVAL CURRENT REVISION 34484 SYMBOL DATE 01.08.18 APPROVED APPROVED TITLE 9-99 TOOLING RELOACTION BUILDING 9-99.1 ARCHITECTURAL MASTER COL. E -G/1-4 D.C. SHEET 1Al2R JOB NO. 34484 COMP NO. DWG NO. 9-99-1Al2R Ff814C: 05/27/09 16:44 NEOPRENE GASKET TO FIT METAL PANEL PROFILE EXISTING EXTERIOR METAL SIDING 24ga FLASHING AROUND DUCT, PAINT TO MATCH EXISTING, #8 SCREWS AT 8" ,O.C. ALL AROUND, SEAMED EDGES DUCT OPE SEALANT I\G DETAIL NEW DUCT OR CONDUIT THRU WALL SCALE: N.T.S. CONTINUOUS L1 1/2x1 1/2x16 GA. WITH #12 SCREWS AT 16" O.C. TO WALL STUDS AND TO CABINET. AT SHOP FENCE PROVIDE 1/4" SCREW TO EACH POST. SCREW LENGTH' SHALL NOT AFFECT CABINET FUNCTION CABINET- CA3I\ET 3�ACE DETAIL 1A11 A.517 -METAL STUD WALL OR SHOP FENCE POST SCALE: N.T.S. SYM REVISION BY APPROVED DATE EXISTING WALL OPEN\G COVE; DETAIL SCALE: 1 1/2" = EXISTING EXTERIOR METAL SIDING 24ga PAINTED METAL SIDING, PAINT TO MATCH EXISTING, #8 SCREWS AT 8" O.C. ALL AROUND, SEAMED EDGES --4 NEOPRENE GASKET TO FIT METAL PANEL PROFILE EXISTING WALL OPENING WHERE DUCT IS REMOVED 24ga STEEL PANEL, PAINT TO MATCH EXISTING, #8 SCREWS AT 16" O.C. ALL AROUND, SEALANT, SEAMED EDGES, TYP. EXISTING OPENING L—J SEALANT, TYP (5WALL OPE\I\G DETAIL 1A11, 1Al2IA517 SCALE: N.T.S. SYM REVISION BY (2 VE 1Al2 A517 6 APPROVED DATE -- 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 1Al2 A517 EXISTING VENT FRAME SEALANT 7/8" x 18ga. HAT CHANNELS AT 16" O.C. W/ (2) #12 SCREWS EACH END TO VENT FRAME 24ga STEEL PANEL, PAINT TO MATCH EXISTING METAL FACING, 1/2" BEND AT ALL EDGES, #8 SCREWS AT 16" O.C. TO HAT CHANNELS \T COVES DETAIL EXISTING WALL SHEATHING AND METAL FACING EXISTING VENT FILTER 3 SCALE: N.T.S. 1'-6" 4"_ r EXISTING METAL DECKING ROUND DUCT PER MECHANICAL OU\D DUCT FLASHI\ G DETAIL 1Al2 A517 MASTIC SEALANT 1"x1/8" FLAT BAR RING CLAMP MIN. 24 GA. GALV. FLASHING 22 GA. SHT. METAL COLLAR ROOF MEMBRANE ON RIGID INSULATION BOARD, MATCH EXISTING. INSTALL PER MANUFACTURERS REQUIREMENTS SCALE: N.T.S. ff.E/NGS ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker ENCINEER J. Baker CHECKED B. Leslie APPROVED APPROVED 1Al2 A517 EXISTING WALL SHEATHING AND METAL FACING EXISTING VENT FRAME VE\T #12 SCREWS AT 16" O.C. EXISTING VENT FILTER COVES DETAIL 7/8" x 18ga. HAT CHANNELS AT 16" O.C. W/ (2) #12 SCREWS EACH END TO VENT FRAME SEALANT 24ga STEEL PANEL, PAINT TO MATCH EXISTING METAL FACING, 1/2" BEND AT ALL EDGES, #8 SCREWS AT 16" O.C. TO HAT CHANNELS 4 SCALE: N.T.S. b to OOH DATE 11.13.17 11.13.17 11.13.17 11.13.17 SUBTITLE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 MISC SECTIONS AND DETAILS 0 6" 1 1Al2IA517 2 Ell MI I= NM M1111111111 SCALE: 1 1/2"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-h111-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM CURRENT REVISION 34484 SYMBOL DATE 01.08.18 TITLE ARCHITECTURAL 9-99 TOOLING RELOCATION BUILDING 9-99 SHEET A517 JOB NO. 34484 COMP NO. DEV. CENTER, WA DWG No. 09-099—A517 McCarthy: 01/21/2016 8:48:59 AM EXISTING GIRTS EXISTING COLUMN WALL OPE\I\G ELEVATIC\ _�f{*— REMOVE EXISTING SIDING AS NEEDED TO INSTALL NEW MEMBERS i / \ ____ \ NEW GIRT, 6"x1 5/8"x16ga. \ , %L ' B / / i A518 J EXISTING GIRTS, FOR OPENING CUT NEW �y NEW METAL STUD A518 / \� HEADER, (2) , \6"x1 5/8"x16ga. / \ / ' \ / fD\ -_-_— 7EXISTING W COLUMN FINISH FLOC r _ - \ / A518 -\ X . A518 / / / \ \ NEW 12'-0" \ WIDE BY 14'-0" • 72 _. / / / HIGH OPENING NEW METAL STUD, 6"x1 5/8"x16ga. 1 \ \ \ -, WF L__ • A518 F R EXISTING METAL SIDING, ATTACH TO NEW METAL STUD TO MATCH EXISTING 1-1 NEW METAL STUD HEADER PER ELEVATION CPE\I\G SECTIO\ SCALE: 1 1/2" = 1'-0" #12 SCREWS AT 12" O.C. EXISTING HAT CHANNEL, ATTACH TO NEW STUD TO MATCH EXISTING EXISTING SHEATHING AND METAL FACING #10 SCREWS AT 16" O.C., TYP. NEW 24ga. STEEL FLASHING CAP, PAINT TO MATCH EXISTING SIDING 12'-0" CLEAR OPENING EXISTING WF COLUMN REMOVE PORTION OF EXISTING WALL 24ga. J—METAL FLASHING, PAINTED TO MATCH EXISTING METAL FACING EXISTING SHEATHING AND METAL FACING A OPE\1 SCALE: 3/8" = 1'-0" 24ga STEEL FLASHING CAP, PAINT TO MATCH EXISTING, #10 SCREWS AT 16" 0.C. EXISTING METAL SIDING EXISTING 6" GIRT 12'-0" CLEAR OPENING -NEW STUD PER ELEVATION / EXISTING HAT CHANNELS AT 16" 0.C. EXISTING SHEATHING AND METAL FACING OPE\I\G SECTIO SCALE: 1 1/2" = 1'-0" L4x4x16ga.x3" W/(4) #12 SCREWS TO STUD AND GIRT ADD HAT CHANNEL AS NEEDED REMOVE PORTION OF EXISTING WALL A518 1Al2 A518 EXISTING HAT CHANNELS \G SECTIO\ .7 EXISTING METAL SIDING EXISTING GIRT SCALE: 1 1/2" = 1'-0" A518 I � 1 A518 L4x4x16ga.x3" W/(4) #12 SCREWS TO EACH MEMBER L6x4x1/4x5" (LLH) W/(4) #12 SCREWS TO STUD AND (2) 1/2" EXPANSION BOLTS TO SLAB, EMBED PER 3/S606 EXISTING GIRT NEW GIRT PER ELEVATION WITH #12 SCREWS AT 12" 0.C. TO EXISTING GIRTS NEW STUD HEADER PER ELEVATION NEW STUD PER ELEVATION EXISTING WF COLUMN EXISTING CONCRETE SLAB RAVI\G DETAIL SCALE: 1 1/2" = 1 ' —0" ibio 0014 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 0 6" 1 A518 2 11111 1111111 M11111111 M1111111111k, r111111111111111111111111111 IM SCALE: 1 1/2"=1'-0" 0 2 4 6 8 �r. x— SCALE: 3/8"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474.9449 http://www.sItts-hill-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 Q� ffElaAG' o'— ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker ENCINEER J. Baker CHECKED B. Leslie DATE 11.13.17 11.13.17 11.13.17 11.13.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 34484 SYMBOL DATE 01.08.18 APPROVED APPROVED TITLE ARCHITECTURAL 9-99 TOOLING RELOCATION BUILDING 9-99 SHEET A518 JOB NO. 34484 COMP NO. DEV. CENTER, WA DWG NO. 09-099—A518 Ln 63 cki co N N s 0 0 6" FENCE PANEL X X X 0 F— CL O 0 O 0 X FENCE PANEL X X X X GATE OPENING WIDTH 0 CL 0 I � 1 A519 A520 PER PLAN x x x GATE PANEL 6'-1 1/2" 0 CL O 0 X O 0 2'-0" O.C. MAXIMUM TYPICAL L4x3x1/4 6" 0 7 II I1 T 7tu au 1IIt 1JtSITi�i7 Ita (� 17 11 r 0 ii ri "r ii ..j 1 C( 11 w 11 tr. 41 4 r sPY 1 It �fl 11 11 It "A X)1 t ;mil r r�^i^i �'l 1ti� a ij r t i, • 03 X J L1 1/4x1 1/4x1/8 HSS 1 1/2x1 1/2x3/16 1/2"x18 GA. FLATTENED EXPANDED METAL - 5/16" BOLTS IN 3/8" DIA. VERTICALLY SLOTTED HOLES 111"aI, Lii1rt I4 i r) Y T !1 i1 3"x1/8" FB 7/8"x1/8" FB =16 GA. STEEL PLATE-� GUIDE RAIL. C A519 Typ, HSS 2x1 1/2x3/16 BRACKET SIDEWALL CENTER, TYPICAL 31 SERIES TRACK 6'-0" CLEAR MAX. BRACKET SIDEWALL CENTER WITH END BLIND, TYP. HSS 2x1 1/2x3/16 A519 L1 1/4x1 1/4x1/8 TYPICAL SLDI\G GATE ELEVATIO\ VIEW • GUIDE RAIL PER PLAN GUIDE RAIL 1 �I X tt, NOTE: 1. GATE TO BE LOCATED ON EXTERIOR SIDE OF CELL. 2. ATTACH METAL SIDING TO FRAMING PER SECTION A/A520. 3. PROVIDE LOCK PER DETAIL 1/A519 6'-0" EQUAL EQUAL tl EQUAL EQUAL 3" Co 00 L1xlx1/8 WITH L1 1/2x1 1/2x3/16 O 0 HANGER ASSEMBLY 03 X 1/2"x18 GA. FLATTENED EXPANDED METAL BOX HANDLE L1x1x1/8 WITH L1 1/2x1 1/2x3/16 ole 00 X X HANGER ASSEMBLY 1/2"x18 GA. FLATTENED EXPANDED METAL —� if O 0 II /, 2"x1/8" FB 1 3/8"x1/8" FB 16 GA. STEEL PLATE L1x1x1/8 2"x1/8" FB 1 3/8"x1/8" FB 6 GA. STEEL PLATE. L1x1x1/ X M re) 1 L1 1/2x1 1/2x3/16 GATE FRAME AT 6'-O" OPENING SCALE: N.T.S. TYP>/3 16 3/16 BENT FB 1/4"x2" DOOR GUIDE — tch M 2 3/4" TYPICAL POST BASE PLATE SEE DETAIL 3/A520 • � D 7 t, • D `'r• SASE PLATE A\D ]0N GUIDE SECTIO\ SCALE: N.T.S. SIDEWALL BRACKET 3/8" DIA. THRU BOLT SERIES 31 TRACK J HANGER WITH APRON, WELD APRON ONTO FENCE---„,.„ FB 3/16"x1 1/2" FILLER PLATE – WELD BETWEEN FENCE AND APRON L1 1/2x1 1/2x3/16 TYPICAL AT GATE GATE SECTIO\ EXPLODED VIEW L4x3x1/4 3/16 3/16 > <TYP HSS 2x1/2x3/16 TYPICAL 48" OR 36" WIDE FENCE PANEL, SEE ELEVATION A/A519 TYP>1/8 V L4x3x1/4 2x1 1/2x3/16 V 3/16 3/16 NOTE: 1. AT CONTRACTORS OPTION, BOLT HANGER ASSEMBLY DIRECTLY TO FENCE PANEL TOP ANGLES WITHOUT HANGER APRON. COMPLETE VIEW TYP SCALE: N.T.S. I � 1 A519 CD 1 3/4" SLIDI\G GATE LOC < D ETA I L STEEL POST PER PLAN 3/8" DIAMETER GUIDE EXPANDED METAL PER A/A519 7"x7"x1/8" PLATE BOLT TO SHEET METAL WITH (4) #10 RHMB WITHOUT SLOT, THROUGH MESH LATCH SLIDING GATE LOCK #W3800 (BOLT TO STEEL PLATE) WITH #WA9251 KNOB ON THE EXTERIOR AND #WA9293 LEVER ON THE INTERIOR LATCH GUARD MAKE FROM 1/8" PLATE TS 1 1/2"x1 1/2"x14GA. LATCH RECEIVER, FIELD CUT HOLES FOR LATCH & GUIDE. SCALE: N.T.S. 1A11, 1Al2 A519 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION (Th A519, A521 A519 ISSUED FOR PERMIT JANUARY 08, 2018 RECEIVED CITY OF TUKWILA JAN 1 6 2018 PER MIT CFNTER SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http:/lwww.sltts-hill-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 g.","Earzwta ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN S. McCarthy CHECKED J. Baker DATE 11.13.17 1113.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 34484 SYMBOL DATE 01.08.18 APPROVED BY DEPT. DATE ENGINEER J. Baker CHECKED B. Leslie 11.13.17 11.13.17 APPROVED APPROVED TITLE ARCHITECTURAL 9-99 TOOLING RELOCATION BUILDING 9-99 DEV. CENTER, WA SHEET A519 JOB NO. 34484 COMP NO. DWG NO. 09-099-A519 McCarthy: 01/21/2016 8:48:59 AM A520 TYDICAL FE\CE SECTIJN O s 8 GA. FLATENED EXPANDED M N 6 GA. STEEL in BETWEEN POSTS SIM. SCALE: 1" = A519, A520, A521 A520 NOTE: 1. AT CONTRACTORS OPTION ATTACH FENCING PER DETAIL 2/A520 1/4" DIAMETER PAN HEAD BOLTS WITH 1" DIAMETER WASHERS AT 12" O.C. HSS1 1/2x1 1/2x3/16 16 GA. STEEL PLATE OR, 1/2"x18 GA. FLATTENED EXPANDED METAL L1 1/4x1 1/4x1/8 — OFFSET FROM FACE OF COLUMN AS REQUIRED FOR FLUSH FINISH OF FENCING FE\C\C COLUV\ SECTIO\ 5/16" DIAMETER THRU—BOLT B SCALE: N.T.S. 5/16" BOLTS IN 3/8" DIA. HORIZONTALLY SLOTTED HOLES AT 12" O.C. TYP. HSS1 1/2x1 1/2x3/16 �a1 SCALE: COLUV � _DETAIL TYPICAL CONT L2x2x3/16 L1 1/4x1 1/4x1/8 5/16" BOLTS IN 3/8" DIA. VERTICALLY SLOTTED HOLES — OFFSET FROM PLEXI—GLASS FASTENERS 1/2"x18 GA. FLATTENED EXPANDED METAL A519, A521 A520 rTh A520 TYP>3/16 7/8"x1/8" FB 1 1/2" 1 1/2" 3"x1/8" FB L1 1/4x1 1/4x1/8 METAL FENCING PER A/A520 — ATTACH WITH WELDS AS SHOWN OR BOLTS PER SECTION B/A520. NOTES: A. AT CONTRACTORS OPTION 1 1/2 x1 1/2 x 1/8" T—BAR MAY BE USED IN LIEU OF BUILT—UP PLATE MEMBER NOTCH AND EXTEND WEB TO ATTACH TO L 1 1/4 ANGLES AS SHOWN 3"x1/8" FB 7/8"x1/8" FB 2-12 N 1--16 3-12 L1 1/4x1 1/4x1/8 1/16 V1-12 ELEVATION VIEW AT MIDDLE 3"x1/8" FB 7/8"x1/8" FB L1 1/4x1 1/4x1/8 L1 1/4x1 1/4x1/8 1/2" SECTION VIEW 1 1/2" TYP 16GA PANEL TO FRAME HSS1 1/2x1 1/2x3/16 ELEVATION VIEW AT TOP VID SAIL A\D TOP SCALE: 3" = 1'-0" SAIL DETAIL L1 1/4x1 1/4x1/8 5/16" BOLTS IN 3/8" DIA. VERTICALLY SLOTTED HOLES TYP A520 L1 1/4x1 1/4x1/8 5" 1" 3" 1" sNs, ,0000" 11.0 L1 1/4x1 1/4x1/8 ` 3/8" EXPANSION 3/16 BOLT WITH 4" MIN. EMBED, TYPICAL 3/16 1117111111111111111111111111111111111111111 ,Iii L1 1/4x1 1/4x1/8 9/16" DIA. HOLES FOR 3/8" HILTI EXPANSION BOLT PER GSN WITH 4" MIN. EMBED, TYPICAL PLATE 1 /2"x5"x5" HSS1 1/2x1 1/2x3/16 5/16" BOLT IN VERTICALLY SLOTTED HOLE 3/16 Cf 11 11 I II 4.1 1 1 1 ) 11 I\ 11 I\ SASE DLATE AT TU3E STEEL DETAIL CONCRETE SLAB PER PLAN 3 SCALE: 3" = 1'-0" r A519, A520 {A520 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 0 3" 6" 9" 1 MI INNEN SCALE: 3"=1'-0" 0 6" 1 2 3 NI NI NI MINI SCALE: 1"=1' —0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474.9449 http://www.sItts-h111-englneers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker ENGINLLk J. Baker CHECKED B. Leslie DATE 11.13.17 11.13.17 11.13.17 11.13.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 34484 SYMBOL DATE 01.08.18 APPROVED APPROVED TITLE ARCHITECTURAL 9-99 TOOLING RELOCATION BUILDING 9-99 DEV. CENTER, WA SHEET A520 JOB NO. 34484 COMP NO. DWG NO. 09-099—A520 McCarthy: 01/21/2016 8:48:59 AM OLLI\G GATE ELEVATIO\ LARSEN INDUSTRIES ACCURA ROLLERS (30854) WITH PROACTION TECHNOLOGY (4 PLACES) 4,-4" c o) TYPICAL FENCE PANEL PER PLAN A A521 A520 TYPICAL FENCE PANEL PER PLAN rr=I I n II=J1 SCALE: 1" = 1'-0" 1 . 0 TYPICAL 48" FENCE PANEL TYPICAL 48" FENCE PANEL TYPICAL 48" FENCE PANEL 1/4" CAP PLATE TOP AND BOTTOM, TYP. HSS 2x2x3/16 A521 A519 3/16 / TY J HSS 2x2x3/16 "11 I 4- it i. 11 HSS 2x2x3/16 HSS 2x2x3/16 _.It" i1 s 1 4i n 'E11 yyb a fi \G GATE ELEVATIO\ A521 SCALE: 1" = 1'-0" A521 COLLI SCALE: 1" L1 1/2x1 1/2x3/16 L1x1x1/8 HSS2x2x3/16 FRAME TYPICAL FENCE PANEL AND ATTACHMENT \G GATE E\ D SECTIO\ 1 � 1 1A11 A521 = 1'-0" E A521 LARSEN INDUSTRIES ACCURA ROLLER (30854) WITH PROACTION TECHNOLOGY 4.41" ± 0.08" 0 L co ao 1/4" CAP PLATE HSS4x4x1/4 POST CLLI\G GATE UPPED WHEEL SECTIO\ �1 SCALE: 3" = 1'-0" A521 LARSEN INDUSTRIES ACCURA ROLLER (30854) WITH PROACTION TECHNOLOGY -EL I I HSS4x4x1/4 POST 1/4 / 1 1/2", TYP. LiJ LL -1 Ln LJ 1" 1/2"x10"x10" BASE PLATE (4) 5/8" DIA. ADHESIVE ANCHORS LLI\G _GATE LOWED WHEEL SECTIO\ SCALE: 3" = 1'-0" X18-00 is/ REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION .' RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 0 3" 6" A521 9" 1 - f :v- J EN NM SCALE: 3"=1'-0" 0 6" 1 2 3 SCALE: 1"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS J DB 01.08.18 :1„,mE:e.w.ff° ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker ENCINEER J. Baker CHECKED B. Leslie DATE 11.13.17 11.13.17 11.13.17 11.13.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 34484 SYMBOL DATE 01.08.18 APPROVED APPROVED TITLE 9-99 TOOLING RELOCATION BUILDING 9-99 ARCHITECTURAL DEV. CENTER, WA SHEET A521 JOB NO. 34484 COMP NO. DWG NO. 09-099—A521 BOLT DIAMETER CAST—IN—PLACE ANCHORS EMBEDMENT LENGTH EXPANSION ANCHORS ADHESIVE ANCHORS 1/2" 7" 3" 2 3/4" 5/8" 7" 3 3/4" 3 1/8" 3/4" 7" 4 1/2" 3 1/2" 7/8" 8" — 3 1/2" 1" 9" — 4" 1 1/8" 10" — 4 1/2" 1 1/4" 11" — 5" FACE OF WALL, TOP OF SLAB, ETC. NOTES: A. PROVIDE ANCHORS PER THIS SCHEDULE UNLESS NOTED ON THE PLANS OR DETAILS. B. EXPANSION BOLTS SHALL HAVE I.C.C. REPORT FOR SAME INSTALLATION. C. THICKNESS OF DRYPACK DOES NOT APPLY TOWARD EMBEDMENT. D. ALL EPDXY ANCHOR TO BE HAMMER DRILLED. EXPANSION ANCHOR ADHESIVE BOLT TYPICAL A\CHOP SCHEDULE ANCHOR BOLT STANDARD WASHER AND NUT OR EQUAL 1 SCALE: N.T.S. 1A11, 1Al2 5606 1 ly. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 201E City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER ISSUED FOR PERMIT JANUARY 08, 2018 0 1 2 4 6 III NINI � SCALE: 1/2"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474.9449 http://www.sItts-hill-engineers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker ENGINEER J. Baker CHECKED B. Leslie APPROVED APPROVED DATE 11.13.17 11.13.17 11.13.17 11.13.17 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REVISION 34484 SYMBOL DATE 01.08.18 TITLE STRUCTURAL 9-99 TOOLING RELOCATION BUILDING 9-99 DEV. CENTER, WA SHEET S606 JOB NO. 34484 COMP NO. DWG NO. 09-099—S606 NO LOAD ALLOWED ON TOP SHELVES WIRE DECK + 16 GA. SHEET METAL TEK SCREWED TO BEAMS, TYP. AT TOP SHELF TYPICAL HO\T ELEVATIO SCALE: 1/2"=1' -0" (/7A: 1Al2 S.607 S607 PALLET RACK SCHEDULE RACK IDENTIFIER SHELF CAPACITY (POUNDS) 1 UPRIGHT FRAME WIDTH UPRIGHT COLUMN HEIGHT BEAM TYPE BEAM LENGTH BEAM END BRACKET TYPE BEAM END BRACKET WELD TYPE - SHELF HEIGHTS ABOVE FLOOR (INCHES) REMARKS fr 3200 fr 10 > 14'-0" LBC50 MIN. 10 > 4 PIN 1 4 1 1 I 1 3200 I I 40" 14'-0" LBC50 MIN. 9'-8" 4 PIN D 4 - SHELF BEAM (TWO SHELF, TYP) O SEE CONSTRUCTION NOTES 1, 2 ..—a UPRIGHT FRAME ASSEMBLY (COLUMNS, STRUTS & DIAGONALS) -----1--....PER 1 11 > 11 l B 11 > C Al O I SEE SCHEDULE _ I I SEE SCHEDULE _ TYPICAL HO\T ELEVATIO SCALE: 1/2"=1' -0" (/7A: 1Al2 S.607 S607 PALLET RACK SCHEDULE RACK IDENTIFIER SHELF CAPACITY (POUNDS) UPRIGHT COLUMN TYPE UPRIGHT FRAME WIDTH UPRIGHT COLUMN HEIGHT BEAM TYPE BEAM LENGTH BEAM END BRACKET TYPE BEAM END BRACKET WELD TYPE NUMBER OF SHELVES SHELF HEIGHTS ABOVE FLOOR (INCHES) REMARKS P1 3200 LM30/30 LM30 40" 14'-0" LBC50 MIN. 9'-8" 4 PIN D 4 42", 84", 126", 168" SEE CONSTRUCTION NOTES 1, 2 P2 3200 LM30/30 LM30 40" 14'-0" LBC50 MIN. 9'-8" 4 PIN D 4 42", 84", 126", 168" SEE CONSTRUCTION NOTES 1, 2 GE\EAL \OYES 1. ALL NEW RACK COMPONENTS SHALL BE MANUFACTURED BY LODI METAL TECH (LMT). 2. NEW COLD FORMED RACK COMPONENTS SHALL BE 50 KSI YIELD STRENGTH STEEL UNLESS NOTED OTHERWISE. 3. SPECIAL INSPECTION IS REQUIRED FOR ANCHOR BOLT INSTALLATION. SEE ANCHOR BOLT DETAIL ON THIS SHEET. 4. INSTALL BOEING STANDARD WIRE RACK SHELVING UNITS ON ALL SHELF BEAMS. 5. INSTALL 24" HIGH COLUMN PROTECTORS AT THE BOTTOM OF ALL COLUMNS THAT FACE THE DIRECTION OF LOADING. 6. INSTALL ONE 3/8" DIA HEX HEAD BOLT AND NUT THROUGH BEAM BRACKETS AND COLUMNS, AT EACH BEAM TO COLUMN CONNECTION (AS A BEAM RETENTION SAFETY DEVICE). 7. NO LOAD ALLOWED ON TOP SHELVES. 8. INSTALL SHELF LOAD CAPACITY SIGN ON EVERY SHELF OF EACH SEGMENT OF RACK. DOWN GRADE THE EXISTING CAPACITY SIGN PER PALLET RACK SCHEDULE ABOVE. SIGNS SHALL INDICATE NO LOAD ALLOWED ON TOP SHELVES. 9. SEE DETAILS AND SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION. GE\EAL \OTES 10 > NO STORAGE WITHIN 3 -FEET OF HORIZONTAL SHEET METAL BARRIER. NO STORAGE WITHIN 6" WIDE FLUES LOCATED 9'-0" O.C. MAXIMUM. CO\STUCTIO \ \OYES PROVIDE (2) NEW PALLET RACKS. ALL RACK FRAME ASSEMBLIES AND COMPONENTS TO BE NEW. (3) PIN END BRACKETS ARE ACCEPTABLE AT TOP SHELF. NOTE: THE COLUMNS, STRUTS, DIAGONALS, AND BASE ELATES ARE SUPPLIED BY THE MANUFACTURER AS PREFABRICATED UPRIGHT FRAME ASSEMBLIES. SEE SCHEDULE IQ Lil J co 1 • • J w ar STRUT, TYP DIAGONAL, TYP. DOUBLE DIAGONAL BASE PL, TYP TYPICAL SI\GLE SCALE: 1/2" = 1'-0" SEE SCHEUDLE E\D ELEVATIO\ �OVV PALLET AC BEAM C S � S607 1/8 BEAM BRACKET ASSY, TYP EA END OF BEAM AS REQUIRED NOTE: TYPE D WELD IS DEFINED AS "ALL AROUND" WELD BETWEEN BEAM SECTION AND END BRACKET, AND IS REQUIRED FOR ALL NEW BEAMS. TYPES A, B, AND C WELDS HAVE SOME, BUT NOT ALL, OF THE CONTACT SURFACES WELDED; THEY EXIST ON MANY OF THE BEAMS PURCHASED IN THE PAST. TYPE ]WELD E\D 3AC AT 3EA 4ETS v DOUBLE LM30: 12 GA ASTM A570 GR50 FSA VE COLUM\ LENGTH, SEE FRAME ASSY ti � 3/4" � R1,8„7- 1 /8 __ TYP SINGLE DETAIL 14 GA ASTM A570 GR50 STOUT & 1 1/2" ]IAGO\AL DETAIL BEAM BRACKET ASSY BEAM LENGTH PER SCHEDULE BEAM SECTION ASTM A570 GR50 SEAM ASSEM3LY LM30 UNPUNCHED LM30 3/16 V <YID LM30/30 19/32"0 (2) HOLES " If BASE: 3/8" PLATE, ASTM A36 TWO 1/2" DIA ANCHOR BOLTS REQUIRED SASE PL TO COLUN\ DETAIL 1/2"4 F1554 GR36 BOLT IN HILTI HIT RE 500 V3 Zi // A; : C 4 ( oo rep EMBEDMENT <1 A\CHOP 30LT DETAIL N .06" CN .125 .362 ±.030 C1006 COLD HEAD QUALITY BEAV Ln CN SAFETY LOC .688"±.020 � PI\ :co cp .344" .®10 ---188"±.005 .156"±.005 C1010 COLD HEAD QUALITY 3EA 1 1/4" v CROSS STAKE SPI\G CROSS STAKE, TYP 3EA 00 ILI v RECEIVED CITY OF TUKWILA JAN 1 6 2018 PERMIT CENTER 3V\C N LOCK <ET STUTh SPRING -.030 C1075 SPRING STEEL HARDENED TO RC44-48 LOCK ASSY BRACKET 7 GA ASTM 570 GR36 STUD, TYP 4) PLCS 4 PIN) 3V\C ISSUED FOR PERMIT JANUARY 08, 2018 0 <ET ASSY ..1111111111• REVIEWED FOR CODE COMPLIANCE APPROVED FEB 01 2018 City of Tukwila BUILDING DIVISION 1 2 4 6 NI SCALE: 1/2"=1'-0" SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURVEYING 4815 CENTER STREET 1 TACOMA, WA. 98409 PHONE: (253) 474.9449 1 FAX: (253) 474-9449 http://www.sitts-hill-engineers.com/ Project No.: 18028 Project Mgr.: BKL Proj. Engineer: JDB Proj. Drafter: SLM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 9-99 TOOLING RELOCATION 34484 SITTS JDB 01.08.18 Q�BOE/ Aff® ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN S. McCarthy CHECKED J. Baker ENGINEER J. Baker CHECKED B. Leslie DATE 11.13.17 11.13.17 11.13.17 11.13.17 SUBTITLE PALLET RACK SCHEDULE AND DETAILS CURRENT REVISION 34484 SYMBOL DATE 01.08.18 APPROVED APPROVED TITLE STRUCTURAL 9-99 TOOLING RELOCATION BUILDING 9-99 DEV. CENTER, WA SHEET S607 JOB NO. 34484 COMP NO. DWG NO. 09-099-S607