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Permit D19-0111 - RED DOT CORPORATION - FOOTINGS AND CONCRETE PAD FOR NEW MACHINE
RED DOT CORPORATION 745 ANDOVER PARK E 019-0111 Parcel No: Address: �-^�«x m�� Tukwila "���� ��o u 0�xx��Koa Department of Community Development 63OOSouthcenterBoulevard, Suite #1O0 Tukwila, Washington 981Q8 Phone: 206'431'3670 Inspection Request Line: I06'43B'9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 2623049115 Permit Number: Project Name: RED DOT CORPORATION Issue Date: Permit Expires On: Address: Contact Person: LUAN[[-CI}MPANYIII LLC POBOX 847'CAKBBAD'WA, 92018 4958NDOVERPARK EAST, TUKVVLA, WA, 98188 Contractor: Name: T]FARNAMCONSTRUCTION Address: PDBOX G6457,8UR|EN,WA, 98I66 License No: T]pAR[^1706 Lender: Name: ''' Phone: (206) I48-2003 Expiration Date: 4/25/2021 DESCRIPTION OFWORK: POUR NEW FOOTINGS FOR EXTENSION OF EXISTING BRIDGE CRANE AND POUR CONCRETE PAD FOR NEW MACHINE Project Valuation: $30\000�00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type ofConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,215.69 Occupancy per IBC: U Water District: TUNN|LA Current Codes adopted bythe City ofTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: National Electrical Code: VVACities Electrical Code: VVACl96-468: Code: ublic Works Activities; Curb[ut/Aocess/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|ing/Ovenizeioad: Land Altering: Volumes: Cut O Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No � m ~_ Permit Center Authorized Signature Date: ������_-�/Y � | hparhycertify that | have read and examined this permit and know the same to be true and correct. All provisions nflaw and ordinances governing this work will becomplied with, whether specified herein ornot. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction nrthe performance ofwork. iamauthorized tosign and obtain this development and ageetothe conditions attached tothis permit. =° � � Signature�~' �f ��"'^"�--� ^^'~ ( - /� oate:�� --,7 Print Name: 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 nrabandoned for aperiod nflDOdays from the last inspection, PERMIT CONDITIONS: l: '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 ofwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done byaWashington Association ofBuilding Official Certdiedwe|der. 6: installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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 atimely manner. 9: xfinal report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tuthe8ui|diog0fficiai The final inspection report shall beprepared bythe approved special inspection agency and shall hesubmitted tothe Building Official prior to and as condition uffinal inspection approval. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: 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. 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 0409 FRAMING 4037 SI-CAST-IN-PLACE 4046 SI-EPDXY/EXP CONC 4034 SI-METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI-SOILS 4026 SI-STRUCT STEEL 4004 SI-WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. D 19 0 Project No. Date Application Accepted: 14 —1 'I Date Application Expires: / - I (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 Site Address: 745 Andover Park East Tenant Name: Red Dot Corporation PROPERTY OWNER Name: LBA Inc. LBA NCC Company 3, LC Address: 600 University St., Suite 3025 City: Seattle State: WA Zip: 98101 CONTACT PERSON — person receiving all project communication Name: Steve Nuss Address: 495 Andover Park East City: Tukwila State: WA Zip: 98188 Phone: (206) 291-8638 Fax: Email: stevenuss@reddotcorp.com GENERAL CONTRACTOR INFORMATION Company Name: TJF Construction Address: PO Box 66457 City: State: WA Zip: Burien98166 Phone: (206) 248-2003 Fax: (206) 241-0709 Contr Reg No.: TJFARC*178J6 Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 420000612135 Suite Number: Floor: 1 New Tenant Yes 21 ,,No ARCHITECT OF RECORD Company Name: CSES Engineering Architect Name: John Apolis Address: 6311 17th Ave NE City: Seattle State: WA Zip: 98115 Phone: (206) 527-1288 Fax: Email: john@cses-engineering.com ENGINEER OF RECORD Company Name: Kone Cranes/Ramsey Machine service Engineer Name: Kim Ramsey Address: 22845 Savi Ranch Pkwy, Unit E City: Yorba Linda State: CA Zip: 92887 Phone: (714) 998-1230 Fax: (877) 664-5282 Email: Kim@ramseymachineservices.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: N/A Address: City: State: Zip: Hi1ApplicationsTorms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9- 1 1.docs Revised: August 2011 bh Page I of 4 BUILDING PERMIT 1NFORMA'['►!'IN — 206-431-3670 Valuation of Project (contractor's bid price): $ 30,000 Existing Building Valuation: $ 10,400,000 Describe the scope of work (please provide detailed information): Pour new footings for extension of existing bridge crane and pour concrete pad for new machine Will there be new rack storage? ❑ Yes m..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I5t Floor 103,360 2nd Floor 10,000 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ Yes Compact: Handicap: ❑.,..... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ®....,.. Sprinklers ..... Automatic Fire Alarm ❑ .,.....None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ® Yes ❑ 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 ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H; Applicalions\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8.9-11.docx Revised: August 2011 bh Page 2 of4 PUBLIC WORKS PERMIT INCRMATION — 206-433-0179 Scope of Work (please provide detailed information): Cut existing concrete floor, excavate and pour new footings. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheei. Water District El ...Tukwila 0...Water District #125 0 ...Water Availability Provided Sewer District VI ...Tukwila 0 ...Sewer Use Certificate 0 ... Valley View [3 ... Sewer Availability Provided • Highline 0.. Renton .. • Renton 0.. Seattle Septic System: • On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): El ...Civil Plans (Maximum Paper Size — 22" x 34") CI ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0 ...Traffic Impact Analysis 0 ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) 0... Hold Harmless — (SAO) 0... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): [3 ...Right-of-way Use - Nonprofit for less than 72 hours ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way El 0 ...Total Cut cubic yards O ...Total Fill cubic yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control o ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 .. Right-of-way Use - Profit for less than 72 hours EJ .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone .. • Storm Drainage .. Abandon Septic Tank .. Curb Cut .. • Pavement Cut .. • Looped Fire Line Ej .. Grease Interceptor o .. Channelization O .. Trench Excavation O .. Utility Undergrounding O ...Permanent Water Meter Size... ,, WO # El ...Temporary Water Meter Size.. ,, WO # 0 ...Water Only Meter Size , WO # 0...Deduct Water Meter Size O ...Sewer Main Extension Public 0 Private 0 0 ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip HAApplicationsTorms-Applications On Line\2.011 ApplicationsWermit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 'PERMIT APPLICATION NOTES - Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules, Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant onc or more extensions of time for additional periods not exceeding 90 days each, The extension shall he requested in writing and justifiable cause demonstrated, Section 105.3.2 International Building Code (ourrent edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THESAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 NE AUTHORIZ7NT: Signature: Date: q 2017 Print Name: Steven M Nuss Day Telephone: (206) 291-8638 Mailing Address: 495 Andover Park East Tukwila WA 98188 State City Zip HAApplications \Forms -Applications On Line\ 2011 ApplicationsTennit Application Revised - I I ,docx Revised: August 201 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,215.69 D19-0111 Address: 745 ANDOVER PARK E Apn: 2623049115 $1,215.69 Credit Card Fee $35.41 Credit Card Fee R000.369.908,00.00 0.00 $35.41 DEVELOPMENT $1,145.76 PERMIT FEE R000.322.100.00.00 0.00 $690.46 PLAN CHECK FEE R000.345.830.00.00 0.00 $448,80 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 TECHNOLOGY FEE $34.52 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R17377 R000.322.900.04.00 0.00 $34.52 $1,215.69 Date Paid: Thursday, April 11, 2019 Paid By: STEVEN NUSS Pay Method: CREDIT CARD 017436 Printed: Thursday, April 11, 2019 10:35 AM 1 of 1 = SYSTEMS CO TUKWTLA ETKAKTT 6200 SOUTU[ENTER 8LVD TUKWILA' WA 98188 286-433'1870 CITY OF TUxWILx Date: 84/1I/2019 10:35:04 AM CREDIT CARD SALE VISA CARD NUMBER: **********1259 K TRAN AMOUNT: $1'215.09 APPROVAL [D: 017436 nE[OnO #: 000 CLERK ID: bandace Thank you! Customer Copy INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 Permit Inspection Request Line (206) 438-9350 'Pro Type of Inspection: Air Addre s: ©ate Ca led: Speciaitnstructions: Bate 1++ anted: - ""�• a.m. p.m. Requester: Phone N.o::r c:.7 r 1f QApproved per applicable codes. COMMENTS: orrections required prior to approval. Inspector: 'Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec - ��� •� Type of ins - ction: r7 Address: : - Date Called: �f (twwom e Special tnstrructions: Date anted: U z r Requester: L 7-41 Phone No: Approved per per applicable cod to approval. l SC}� t t!ot,s i� ems' / Inspector: 1 Date: 2t9t REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be' paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec • Type of Inspection: (a Address: jt ©ate Called: Special instructions: t ►ate 'I Canted: 'Requester: Phone No: QApproved per applicable code :lions required prior to approval. COMMENTS: nspecto Date: 'S % REINSPECTI©N FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Praji c Type of Inspection: Address: Elate Called: Specia Ins truct)ons: Date Wanted: Requester: Phone No: © Approved per applicable codes. Corrections required prior to approval. C©MME nspec Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calk to schedule reinspection. 7/%/1g Report Number: 19U1U4.01 �� ROSEN �N � � ��A������&�U�A� INC.�0 NV� ��������� �� ASSOCIATES, W���� Geotechnical Engineering, Construction Inspection & Materials Testing 0747W4.LKing Jr. Way South, Seattle, Washington 98118-3210USA Tel: (2O6)725'40OO°Toll Free: (888)OTT04-US°Fax: (206)723-2221 WBE W2F591 o6n*°vwAooRegistered Agency ° xVobsite:ww~nmxnomnau.com FINAL REPORT City ofTukwila Building Department 630DSouthcenterBlvd, Suhe1U0 Tukwila, WA 98188-2544 Project: Red Dot Corporation (2819) Permit Number: D19-0111 Address: 745 Andover Park East, Tukwila Job Number: 19-0104 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appearto be complete. This report should not be considered as a warranty for conditions and/or details of the building. Structural items inspected are: Epoxy Grouting Structural Steel Erection - Structural Bolting - Reinforced Concrete Sincerely, OTTOKO3[NAU0'ASSOCIATES, INC. Report Manager KatalynK8yen Geotechniro|items are: - Soil Bearing Verification RECEIVED CITY OFTUKW{LA JUL � ���� �"�x. , � �w"�PERMIT CENTER Geotechnica|[ngincer Scott Honb|erP.E. } t OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 395923 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Red Dot Corporation (2019) 745 Andover Park East, Tukwila Red Dot Corporation Permit Number: Job Number: Client Address: D19-0111 19-0104 495 Andover Park East, Tukwila Inspections Performed Steel Decking Other (specify): Bolting Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Ernest Leimkuhler On site for periodic visual inspection of structural steel welds and high strength bolts, to AWS 6/14/2019 D1.1, AISC 360, SBC 2015, and signed approved documents. Items Inspected: Bridge -crane erection 1. Welded seismic anchor clips to existing column bases Per: 1/SD2, At: A.0,B.0/2.0, Main floor slab level 2. Snug -tight A325 bolted connections verified Per: 2/SD1, At: A.0-B.0/2.0-3.0, Crane rail level Wide flange beam to wide flange column tops Angle -iron diagonal braces to shear plates Welder: Austin W. Ashby, WABO #W04231, Expires Apr. 1, 2020, Structural SMAW All completed items conform to previously specified standards. Conforms Copies to: X Client Engineer X Owner X Contractor Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA JUL 1 0 2019 PERMIT CENTER Anthony Coy -, Senior E s eer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, In except in full, without written permission from our firm is strictly prohibited. Reproduction of this report, Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-63-05 (Rev 10/10) • OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION FIELD REPORT Report Number: 395923 Project: Red Dot Corporation (2019) Address: 745 Andover Parkway East, Tukwila WA Client: Permit Number: Job Number: Client Address: D19-0111 19-0104 Inspections Performed Steel Decking Other (specify): Bolting X ErneJ tx. nkutt,r CW05030091 OC1 EXP. 3/1/2020 Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Ernest Leimkuhler 6/14/2019 WABO Special Inspector #SI 01954 exp. 4/1/2020 Start Time: Finish Time: On site for periodic visual inspection of structural steel welds, and high strength bolts, to AWS D1.1, AISC 360, SBC 2015, and signed approved documents. Items Inspected: Bridge -crane erection 1. Welded seismic anchor clips to existing column bases Per: 1/SD2, At: A.0,B.0/2.0, Main floor slab level 2. Snug -tight A325 bolted connections verified Per: 2/SD1, At: A.0-B.0/2.0-3.0, Crane rail level WF-beam to WF-column tops Angle -iron diagonal braces to shear plates Welder: Austin W. Ashby, WABO #W04231, Exp. Apr. 1, 2020 Structural SMAW All completed items CONFORM to previously specified standards 8:30 AM Is this a re -inspection? 0 Yes Z No 10:30 AM Inspected by: Ernest Leimkuhler Original inspection date: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: INSP-63a-05 LT (Rev 10/10) ��^��U�N��N N � ��U�����N��U�U� INC.�N NV� �������� �� ASSOCIATES, N��° Goot#chnh:a|Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Job Number: 19-0104 Report Number: 884699 Permit Number: D19-0111 Project: Red Dot Corpnration(2019) Address: 745 Andover Park East, Tukwila Inspector: Gary Byrne Intended Use: Client: Red Dot Corp. Address: 495 Andover Park East, Tukwila Date: 6/1112019 Added column anchors to existing columns at grids A.2 and B/2 installed as per detail I/SD2 Column anchors Building Code & Year: IBC 2O15 NNReinforcing Steel K0All Thread Bar/Dowel Size &Quantity: Anchor Size &Quantity: 1^(4each) ReberK0anuhsdumc Type o/Steel (\GTM): Grade: []A-30 []F'1554 0A-307 17136 []5U []75[]Other: 55 RobmrGxodo: []40 []O0 []Other: ` Type ofBar: A'615 []A'7UO []A,775 El Other: Special Ductile Quality (QDO): [I Yes El No Anchor Length: 30^ Hole Depth: 10^-18^ Required Embedment: 181, Hole Diameter: 11X7 Concrete Thickness: 27 Concrete Strength: 4000 Hole Orientation: [9Vertical Down [lVertical Up El Horizontal Base Material: Normal Weight Concrete [] Light Weight Concrete []CK4U El Brick [] Composite Deck Hole Cleaning: Compressed Air El Other: Compressed Air PSI: 110 NNHand Pump Hole Condition: [] Dump Brushed: 00 Yex [] No 00 Dry NN Water Saturated N0 Submerged Approved Diamond Cored Drill Sit (ANSI az1e.1s): OR You 0 No Hole: nYma 0 No Adhesive Type: Hi|UHIT RE500V3 Expiration Date: 7/2019 |CCEGR#: 3814 Weather, Indoors Ambient Temperature: 65^F Substrate Temperature: 00^F Reference Otandond(AUsed: Copies to: x Client Engineer x Owner x Contractor Architect x Building Dept. Comments RECEIVED CITY OF TUKW\LA JUL� � ���� v^� . � =�^~ PERMIT CENTER Technical Responsibility: Conforms % Does Not Conform Anthony Coy -, Pr This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 o747M.L.King Way a..Seattle, Washington en110-Phone (2oo)7zs-*euou,1-8mu-;TTo-4'uo-Fax (zos)roo'ouu, Form No.: ADMIA-86'02V7ox05113/ OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR ADHESIVE INSPECTION FIELD REPORT Job Number: 19-0104 Project: Address: Inspector: Report Number: 394699 Permit Number: D19-0111 Red Dot Corp. (2019) 745 Andover Park East, Tukwila Gary Byrne Client: Address: Date: 06.11.2019 Description/Location: Added column anchors to existing columns at grids A.2 & B/2 installed as per detail 1/SD2 Intended Use: Column anchors Building Code & Year: IBC 2015 0 Reinforcing Steel 0 All Thread Bar/Dowel Size & Quantity: Anchor Size & Quantity: 1", 4ea Rebar Manufacturer: Type of Steel (ASTM): Grade: 0 A-36 El F-1554 0 A-307 0 36 0 50 D 75 [F] Other: 55 Rebar Grade: 0 40 0 60 0 Other: Type of Bar: 0 A-615 0 A-706 0 A-775 0 Other: Special Ductile Quality (SDQ): 0 Yes 0 No Anchor Length: 36" Hole Depth: 16-18" Required Embedment: 16" Hole Diameter: 1-1/8" Concrete Thickness: 27" Concrete Strength: 4000 Hole Orientation: [31 Vertical Down D Vertical Up D Horizontal Base Material: 2] Normal Weight Concrete 0 Light Weight Concrete 0 CMU 0 Brick D Composite Deck Hole Cleaning: El Compressed Air 0 Hand Pump D Other: Compressed Air PSI: 110 Brushed: Yes El No Hole Condition: El Dry 0 Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): Yes 0 No Approved Diamond Cored Hole: 0 Yes EZ No Adhesive Manufacturer/Type: Hilti HIT -RE 500 V3 Expiration Date: 07/2019 ICC ESR #: 3814 Weather: Indoors Ambient Temperature: 65 Substrate Temperature: 60 Reference Standard(s) Used: Start Time: 0930 Finish Time: 1100 Inspected by: Comments RECEIVED CITY OF TUKWILA JUL 1 0 2019 4-7 PERMIT CENTER Conforms XX Does Not Conform Is this a re -inspection? 0 Yes El No Original inspection date: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-86-02 LT (Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 19-0104 CONCRETE REPORT Report Number: RC389221 Permit Number: Project: Red Dot Corporation (2019) Address: 745 Andover Park East, Tukwila Inspector(s): Ethan Dunaway, Joseph Tester Client: Red Dot Corp. Address: 495 Andover Park East, Tukwila Date: 5/21/2019 Description/Location: Onsite to inspect the quality and placement of concrete in the machine footings al A.3/2-3. Reinforcing steel was properly installed per the approved project documents (per details/S2). Reinforcing steel checked for type, size, laps, spacing, clearance, and coverage. Rebar Verified: Yes 5/21/2019 Joseph Tester (Grade 60) Mfg: Nucor, Cascade Placement Data Miles 15LCD10 4"t1" 0.4 NA 5 Chute Yes 3000 psi 28 days Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-5 12:30 pm Design [11 Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Actual Li 564# Type: f/11 1320# 490# 3/8" 1450# 7/8" Batch Weights/Cubic Yard Slag (lbs): 47# 242# 31 oz. GLENIUM 3030, 37 oz. POLYHEED 997 Cubic Water Slump Air % Yards Added C 143 C 231 5.00 5 gal. 4.5" NA% Conc.Temp C 1064 71°F Ambient Temp 67°F Truck No. M176 Ticket No. 217117 Weather: Inside Date Samples Picked Up: 5/22/2019 Slump Range: 4.5" Air % Range: NA Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: Comments All above locations are approximate. REINFORCING/PLACEMENT: Conforms Specimen Number Test Field Date Cure Age (Days) [k] Does Not Conform: LI COMPRESSIVE TEST RESULTS 1 5/28/19 7 FC5 5/24/19 X •= Discarded Tested in general accordance to: ASTMC39 II ASTMC617 111 Copies to: g Client D Engineer EI Batch Plant 0 Owner III Contractor fl Others Lil Architect ID Building Dept Size Area Weight Max Load (in.) (Sq.In.) (Lbs.) (Lbs.) 4 x 8 12.56 8.7 63,460 3 4 x 8 12.56 8.5 45,200 ASTMC1231 Technical Responsibility: Ant ASTM C31. Exclude C31-10.1.2 Strength Fracture Type (psi) (other than cone) 5050 3 3600 3 ny Coyne, SenrgetElFrE D CITY OF TUKWILA JUL 1 0 2019 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive properly of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm Is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 19-0104 CONCRETE REPORT Report Number: RC363620 Permit Number: Project: Red Dot Corporation (2019) Address: 745 Andover Park East, Tukwila Inspector(s): Tyler Johnson Description/Location: Inspected proper placement of concrete for the (4) crane footings and the equipment pad footings. Reber Verified: Yes 5/16/2019 John Reeder (Grade 60) Plac Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Yes Required Strength: 4000 psi @ 28 days Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-5 11:25 am ment Data Miles 15LCD10 7" max 0.40 N/A 39.75 Chute Design 0 Cement (Ibs/type): Fine Agg. (Ibs): Coarse Agg. (Ibs/size): Coarse Agg. (Ibs/size): Coarse Agg. (Ibs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Client: Red Dot Corp. Address: 495 Andover Park East, Tukwila Date: 5/17/2019 Mfg: Nucor Actual ❑ 564# Type: UII 1320# 1450# 7/8" 490# Pea Gravel 47# 242# 31 oz. GLENIUM, 37 oz. MB POLYR RMIT CENTER Batch Weights/Cubic Yard SIEVED CITY OF TUKWILA Cubic Water Slump Air % Conc.Temp Yards Added C 143 C 231 C 1064 10.50 0 gal. 6.5" N/A 67`F JUL 1 0 2019 Ambient Truck Ticket Temp No. No. 71°F 124 100305 Weather: Inside Date Samples Picked Up: Slump Range: 6.5" Air % Range: N/A 5/20/2019 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: 0 Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Number Test Field Date Cure 1 2 3 --- 4 5/24/19 Age (Days) 7 6/14/19 28 6/14/19 28 6/14/19 28 FC5 5/20/19 X 3 Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ Copies to: Q Client D Engineer 0 Batch Plant 0 Owner 0 Contractor iJ Others 0 Architect 0 Building Dept Size (in.) 4x8 4x8 4x8 4x8 4x8 Area (Sq.ln.) 12.56 12.56 12.56 12.56 12.5 Weight (Lbs.) 8.6 8.7 8.6 8.7 8.6 Max Load Strength (Lbs.) (psi) 64,750 5160 80,620 6420 78,170 6220 82,140 6540 46,390 3710 ASTMC1231 ❑ Technical Responsibility: Fracture Type (other than cone) 3 3 e‘,/// 7/2,e/7 Anth, y Coyne, Senior Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 19-0104 Report Number: RC363620 Project: Red Dot Corporation (2019) Address: 745 Andover Park East, Tukwila Inspector(s); Tyler Johnson Permit Number: Client: Red Dot Corp. Address: 495 Andover Park East, Tukwila Date: 5/17/2019 Description/Location: Inspected proper placement of concrete for the (4) crane footings and the equipment pad footings. Rebar Verified: Yes 5/16/2019 John Reeder (Grade 60) Supplier: Mix Number: Slump Spec: Placement Data Miles 15LCD10 7" max W/C Ratio Spec: 0.40 Air Spec: N/A Total Yards: 39.75 Placed Via: Chute Consolidated: Yes Required Strength: 4000 psi @ 28 days Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-5 11:25 am Design jJ Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg, (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Mfg: Nucor Actual 564# Type: 1/II 1320# 1450# 7/8" 490# Pea Gravel Batch Weights/Cubic Yard RECEIVED C$15Y6IF TUKWILA JUL i 0 2019 47# 242# PERMIT CENTER 31 oz. GLENIUM, 37 oz. MB POLY 997 Slump Air % Yards Added C 143 C 231 10.50 0 gal. 6.5" N/A Cubic Water Conc.Temp C 1064 67°F Ambient Truck Ticket Temp No. No. 71°F 124 100305 Weather: Inside Date Samples Picked Up: Slump Range: 6.5" Air % Range: N/A 5/20/2019 Initial Curing Method: Aunt C31, Exclude C31-12.1.5 Initial Curing Temp: As-rm C31. Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: WI Specimen Number Test Date 1 5/24/19 FC5 5/20/19 Does Not Conform: COMPRESSIVE TEST RESULTS Field Age Size Area Cure (Days) (in.) (Sq.ln,) 7 4 x 8 12.56 Weight Max Load Strength Fracture Type (Lbs.) (Lbs.) (psi) (other than cone) 8.6 64,750 5160 3 X 3 4 x 8 12.5 "= Discarded Tested in general accordance to: ASTMC39 [I] ASTMC617 Copies to: Client Engineer D Batch Plant ik] Owner L] Contractor LJ Others n Architect g Building Dept 8.6 46,390 3710 5 ASTMC1231 Technical Responsibility: Anth Coyne, Senior Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. GeotechnIcal Engineering, Construction Inspection & Materials Testing REINFORCING STEEL INSPECTION REPORT Report Number: 395382 Project: Red Dot Corporation (2019) Address: 745 Andover Park East, Tukwila Client: Red Dot Corporation Permit Number: D19-0111 Job Number: 19-0104 Client Address: 495 Andover Park East, Tukwila Description - Grade: 60 anufacturer: Nucor Type of Bar: 5 A-706 111 N/A SDQ Steel: Yes No Inspector and Date John Reeder 5/16/2019 Structural Elements / Location / Grid Lines On site for inspection of reinforcing steel for size, grade, spacing at the 4 crane footings and the equipment pad foundation. Inspected of approved plans details on S1 and S23. Conforms Copies to: X Owner/Client X Contractor Architect X Building Dept. Technical Responsibility: Engineer Anthonyne, Seni ngineer RECEIVED CITY OF TUKWILA JUL 1 0 2019 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Forre No.: ADMIN-76-02 (Rev 03/10) OTTO ROSENA U & ASSOCIA TES, INC. REINFORCING STEEL INSPECTION FIELD REPORT Job Number: 19-0104 Report Number: 395382 Permit Number: D19-0111 Project: Red Dot Corporation (2019) Client: Address: 745 Andover Park E, Tukwila Address: Date: 5/16/2019 Inspector: John Reeder Description Grade: 60 Manufacturer: Nucor Type of Bar: 0 A-6 1 5 E A-706 0 N/A SDQ Steel: 0 Yes Eg No Structural Elements 1 Location 1 Grid Lines On site for inspection of reinforcing steel for size, grade, spacing foundation. Inspected of approved plans details on S1 and S23 at the 4 crane footings and the equipment pad Conforms X Work in Progress Is this a re -inspection? 0 Yes [21 No Original inspection date: Inspected by: Start Time: First inspection by: Reviewed by: Finish Time: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-76-03 LT (Rev 03/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 395381 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Red Dot Corporation (2019) 745 Andover Park East, Tukwila Red Dot Corporation Permit Number: D19-0111 Job Number: 19-0104 Client Address: 495 Andover Park East, Tukwila Inspections Performed Steel Decking Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks, -„, John Reeder 5/16/2019 On site to perform visual weld inspection of 5/16" fillet welds for the anchor bolt to washer, in accordance with AISC-360-10, AWS D1.1 and approved plans detail 1/SD1. Welding done using FCAW process by: Willian E. Arriola WABO #W23850 Exp. April 1, 2020 Welding found in conformance with AWS D1.1 Table 6.1 Conforms Copies to: X Client Engineer X Owner X Contractor Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA JUL 1 0 2019 PERMIT CENTER Anthony Coy enioC19-12-1-%-ir Engin r This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, In . Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S,, Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION FIELD REPORT Report Number: 395381 Project: Red Dot Corporation (2019) Address: 745 Andover Park E, Tukwila Client: Permit Number: Job Number: Client Address: D19-0111 19-0140 Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection Other (specify): Other (specify): Inspector and Date Remarks John Reeder 5/16/2019 Conforms: X Start Time: Finish Time: Inspected by: On site to perform visual weld inspection of 5/15" fillet welds for the anchor bolt to washer, in accordance with AISC-360-10, AWS D1.1 and approved plans detail 1/SD1. welding done using FCAW process by: Willian E. Arriola WABO #W23850 Exp. April 1, 2020 Welding found in conformance with AWS D1.1 Table 6.1 Does Not Conform: Is this a re -inspection? 0 Yes [S] No Original inspection date: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: INSP-63a-06 LT (Rev 01/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT RECEIVED CITY OF TUKWILA Job Number: 19-0104 Report Number: 385640 Permit Number: JUL 1 0 2019 Project: Red Dot Corporation (2019) Client: Red Dot Corp. Address: 745 Andover Park East, Tukwila Address: 495 Andover Park East, TREFIMIT CENTER Inspector: Joe Tester Date: 5/14/2019 Description/Location: Onsite to inspect the installation of adhesive dowels into the existing column footings and floor slabs at approximate gridline B/2 and A/2. Intended Use: Bridge crane anchorage / foundation Building Code & Year: IBC 2015 0 Reinforcing Steel 0 All Thread Bar/Dowel Size & Quantity: (18) #7 (x2) = 36 total Anchor Size & Quantity: Rebar Manufacturer: Cascade Type of Steel (ASTM): Grade: 0 A-36 0 F-1554 0 A-307 Rebar Grade: • 40 i4 60 • Other: II 36 • 50 • 75 M Other: Type of Bar: II A-615' A-706 NI A-775 MI Other: Special Ductile Quality (SDQ): • Yes No Anchor Length: 53 1/2" Hole Depth: 6" Required Embedment: 6" Hole Diameter: 1" Concrete Thickness: -2 'A" Concrete Strength: 4,000 - 5,000 psi Horizontal Hole Orientation: II Vertical Down • Vertical Up 4 Base Material: El Normal Weight Concrete 0 Light Weight Concrete II CMU • Brick • Composite Deck Hole Cleaning: 0 Compressed Air 0 Hand Pump 0 Other: Compressed Air PSI: 140 Brushed: El Yes ID No Hole Condition: 0 Dry El Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): 0 Yes 0 No Approved Diamond Cored Hole: 0 Yes 0 No Adhesive Type: Simpson AT-XP Expiration Date: 1/19/2020 ICC ESR #: 263 Weather: Indoors Ambient Temperature: 68°F Substrate Temperature: 68°F Reference Standard(s) Used: Notes and details / S1 Copies to: X Client Engineer X Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Anthony Coy e, Project ii/al* This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Ir Reproduction of this report, except in full, without written perrnission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Fomi No.: ADMIN-86-02 (Rev. 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 352279 Description: Soil bearing verification Project: Red Dot Corporation (2019) Permit Number: Address: 745 Andover Park East, Tukwila Job Number: 19-0104 Client: Red Dot Corp, Client Address: 495 Andover Park East, Tukwila Inspector and Date Remarks David Hurum, LG 5/13/2019 Onsite this date to provide soil bearing verification for machine pads and crane pad. Specified bearing for machine pads is 1,000 psf. All soils probed firm and unyielding with less than 1-inch penetration with a %" T-probe. All subgrade areas are suitable for 1,500 pcf based on our observations and surficial penetration tests. Copies to: X Owner X Contractor Architect X Building Dept, Engineer X Client Technical Responsibility: RECEIVED CITY OF TUKWILA JUL 1 0 2019 PERMIT CENTER Anthony Coyne, .E., Senior E ineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S,, Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADM/N-100-01 (Rev 01/05) 46 * March 13.2O19 0�� ���N N�&���~ INC.OTTO �U������� �� ASSOCIATES, N� GteveNuss Red Dot Corporation 4g5Andover Park East Tukwila, VVAS8108 Geotechnical Engineering, Construction Inspection & Materials Testing 674TM.LKing Way South, Seattle, Washington S0118-321GUSA Tel: (2O8)7%S4OUO°Toll Free: (888)DTTO-4-US° Fax: (206)723-2221 vvoswmFo81»Vmu°vvAaoRegistered Agency ° vvousim:wmww.v«vmoemau.00m Geotechnioe|EDginearng Report (ReV.1) Proposed Machine and Crane Foundations Red Dot Corporation (2O1Q) T45Andover Park East Tuhxvi|a, Washington R E[B�E[] CITY OF TUKW|/ A JUL� � ��y� �"�^ m uw/�PERMIT CENTER INTRODUCTION We visited the site on February 28. 2013 to evaluate the soils that will be supporting m new injection molding machine foundation and two new crane foundation elements. We also utilized ground penetrating radar equipment to try and verify the size and thickness of existing columns that support the roof. Based on the location on the location of the site in the Ouvvannish VaUey, we anticipate that the existing structure is either pi|e-mupported. or that a preload fi|| was applied to the building pad prior to construction of the structure. Based on the grade difference between the finished floor elevation and the adjacent parking areas, there appears tobeatleast 4feet of fi|| present as measured from the top of the existing interior concrete slab in the vicinity of the proposed new machine foundation. Based 0nemail correspondence with the project structural engineer, the combined mass of the new machine and its foundation will likely be app,oxinnateh200.00U pounds, which results in a foundation contact pressure on the underlying soil of about 610 pounds per square foot (pm0. 8inni|mr|y, we anticipate that the combined mn000 of the new crane foundation and maximum applied load would baapproximately 1OO.00Opounds, FOUNDATION SUBGRADE SOIL EVALAUTION Prior to our arrival, 2' x 2' access holes had been nanloued from the existing concrete m|mb at 3 locations designated oaTP-1 through TP-3 onthe attached Exploration Site Plan. Similar soil conditions were encountered at each of the three locations and consisted of the following: SOUL DESCRIPTION 4^ to 8^ Thick concrete slab (no reinforcing steel or welded wire fabric was observed) 3" to 4" Thickness of dense, gray, Crushed Surfacing Top Course (Fill) (Moist) 8^+Dense tovery dense, light brown silty sand with gravel and occasional cobbles (Fi||)/K8oiad ~ Otto Rosenau &Associates,Un Gootec nical Engineering, Construction Inspection & Materials Testin Red Dot Corporation (2019) ORA Project No.: 19-0104 Page xmx Based on observations and eVa|umbonn, it is our opinion that the underlying fill aoUa present beneath the existing concrete slab to m depth of about 2 feet bo|ovv the top of slab can provide the following maximum allowable bearing capacities: * New Crane Foundations (approximately Bfeet bx8feet) —1.5OOoaf • New Machine Foundation (approximately 38.75 feet by 8.5 feet) — 610 psf An allowable coefficient of friction of 0.35 may be used in estimating lateral resistance provide at the interface at the bottom of the new foundation elements and the existing dense to very dense silty sand fill soils. Additional lateral resistance may be provided by passive resistance that develops against the embedded portions of the new foundation e|mrnents, which may be estimated as 300H. where H is the depth of the foundation embedment below the bottom of the existing concrete slab. Based on the above assumed foundation contact preoouroa, we anticipate that 0.5 to 0.75 inches of post -construction settlement may occur under static (non -seismic) conditions. These values one based on the assumption that no preload fill was placed on the building pad prior to construction of the building and that the building is pile -supported. If preload fill was applied prior to the construction of the bui|d|ng, we would anticipate that the amount of post -construction settlement would be significantly less than the above listed values. The soil and groundwater parameters utilized for the settlement analysis are based on a review of subsurface investigations that were completed in the vicinity of the project site, If the estimated post - construction settlement values are excessive for the proposed mpp|inaUon, then o deep foundation system should be conoidenad. Liquefaction -induced settlement during intense seismic events on the order Vf12 inches orgreater ie possible, given the liquefaction -prone alluvial deposits that underlie the site and could possibly be mitigated for if deep foundation system was utilized, Based on the proximity of the existing roof column support located to the north of the proposed machine foundation, we recommend that the proposed machine foundation be moved to the south 8 to 12 inches to avoid applying surcharge loads to the side and/or the side of the existing roof column support foundation. Please see the attached figure titled "Cross -Section (Modified Proposal). If it is not possible to move the location of the machine foundation further to the south, ORAshould becontacted boprovide appropriate surcharge loads. Wedonot recommend that the new machine or crane foundations bedeeply embedded, because the thickness of quality fill soils would be reduced and vxuu|d increase the likelihood of post -construction settlement. We understand that the exiabn0, nearby crane foundations were sized for an m||ovvab|e hearing capacity of 1.500 pmfmnd appear to have performed well since Otto Rosenau & Associates, Incorporated Geotechnical Engineering, Construction Inspection & Materials Testing Red Dot Corporation (2019) ORA Project No.: 19-0104 March 13, 2019 Page 3 of 3 their construction in 2016. GROUND PENETRATING RADAR RESULTS A handheld ground penetrating radar (GPR) unit (GSSI StructureScan Mini XT) was utilized to evaluate the configuration of existing foundation elements and floor slabs on the north side of the proposed machine foundation. The GPR unit has an effective scan depth of 24 inches. Our findings are as follows: • The existing concrete floor slabs appears to vary in thickness from 4 to 6 inches in thickness. The slabs do not appear to be reinforced with welded wire fabric or steel reinforcement bars. • The existing roof support column footings appear to be founded at a depth greater than 2 feet below the top of the existing slab. Based on our observations for similar types of structures, we anticipate that the roof support column footings are founded on soils or a pile cap at a depth of about 4 feet below the existing top of slab elevation. If you have any questions, please contact us. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Anthony Coyne, P.E. Senior Geotechnical Engineer EXISTING CRANE PROPOSED CRANE FOUNDATION 40' LEGEND 29" 36' 44,6" FOUNDATION EXISTING ROOF SUPPORT COLUMN FOUNDATION AND FOUNDATION ELEMENT POTENTIALLY SUBJECT TO SURCHARGE LOAD BY NEW MACHINE FOUNDATION TP-1 38"-Si EXISTING MACHINE FOUNDATION EXISTING CRANE FOUNDATION EXISTING ROOF SUPPORT COLUMN FOUNDATION -ill} TPU LOCATION OF TEST PIT EXPLORATION COMPLETED ON 52)2B/2019 EXPLORATION SITE PLAN Project Name: Red Dot Corporation (2019) Location: 745 Andover Park East, Tukwila, WashingIon Date: March 12, 2019 OTTO ROSENAU " ASSOCIATES, INC. For: Red Dot Corporation ORA Project Number: 19-0104 TP-2 PROPOSED MACHINE FOUNDATION ro REFERENCE: PDF SITE PLAN PROVIDED BY OWNER PROPOSED CRANE FOUNDATION Scale: 118" = 1%0" • Proposed Machine Foundation Shifted about 8" to 12" to South Existing 4" to 6" Thick Slab 3 4 2'-6" Existing Roof Support Column Existing Plinth / Pier 1'-6" 2'-6" — Load from Proposed Machine Foundation DOES NOT Apply Lateral Load to Existing Roof Column Foundation CROSS-SECTION (MODIFIED PROPOSAL) Project Name: Red Dot Corporation (2019) For Red Dot Corporation Tukwila, Washington ASSOCIATES, INC. Location: 745 Andover Park East, OTTO ROSENAU & ORA Project Number: 194104 Date: March 12, 2019 r —3' "-4' Assumed 4.5' x 4.5' Existing Foundation REFERENCE: PDF SITE PLAN PROVIDED BY OWNER Projected Zone of Foundation Influence OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 352279 Description: Soil bearing verification Dig -Dill 31-S Project: Red Dot Corporation (2019) Permit Number: Address: 745 Andover Park East, Tukwila Job Number: 19-0104 Client: Red Dot Corp. Client Address: 495 Andover Park East, Tukwila Inspector and Date Remarks David Hurum, LG 5/13/2019 Onsite this date to provide soil bearing verification for machine pads and crane pad. Specified bearing for machine pads is 1,000 psf. All soils probed firm and unyielding with less than 1-inch penetration with a 1/2 T-probe. All subgrade areas are suitable for 1,500 pcf based on our observations and surficial penetration tests. Cdpies to: X Owner X Contractor Architect X Building Dept. Engineer X Client Technical Responsibility: RECEIVED CITY OF TUKWILA MAY 28 2019 PERMIT CENTER Anthony Coyne, .E., Senior E ineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01/05) Job Number: 19-0104 Project: Address: Inspector: OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Il9 -gill 13-5 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORTRECEIVED f�.i Y OF TUKWILA 385640 Permit Nui-rtb�r. MAY 28 2019 Report Number: Red Dot Corporation (2019) 745 Andover Park East, Tukwila Joe Tester Client: Address: Date: Red Dot Corp. 495 Andover Park East, Tukwila 5/14/2019 PERMIT CENTER Description/Location: Onsite to inspect the installation of adhesive dowels into the existing column footings and floor slabs at approximate gridline B/2 and A/2. Intended Use: Bridge crane anchorage / foundation Building Code & Year: IBC 2015 Reinfarcing.Steel ❑ All Thread Bar/Dowel Size & Quantity: (18) #7 (x2) = 36 total Anchor Size & Quantity: Rebar Manufacturer: Cascade Type of Steel (ASTM): Grade: ■ A-36 ■ F-1554 ■ A-307 Rebar Grade: ■ 40 60 ■ Other: ■ 36 ■ 50 ■ 75 ■ Other: Type of Bar: ❑ A-615 El A-706 ❑ A-775 ❑ Other: Special Ductile Quality (SDQ): • Yes 0 No Anchor Length: 53 %" Hole Depth: 6" Required Embedment: 6" Hole Diameter: 1" Concrete Thickness: —2'/" Concrete Strength: 4,000 -- 5,000 psi Horizontal Hole Orientation: ■ Vertical Down ❑ Vertical Up ►i4 Base Material: 0 Normal Weight Concrete ■ Light Weight Concrete ■ CMU ■ Brick ■ Composite Deck Compressed Air PSI: 140 Hole Cleaning: ►/ Compressed Air ■ Hand Pump ■ Other: Brushed: IgI Yes ❑ No Hole Condition: El Dry ❑ Damp ❑ Water Saturated 0 Submerged El No Approved Diamond Cored Drill Bit (ANSI B212.15): ■ Yes Hole: • Yes El No Adhesive Type: Simpson AT-XP Expiration Date: 1/19/2020 ICC ESR #: 263 Weather: Indoors Ambient Temperature: 68°F Substrate Temperature: 68°F Reference Standard(s) Used: Notes and details / S1 Copies to: X Client X Owner Architect Engineer X Contractor X Building Dept. Others Com ents Technical Responsibility: Conforms X Does Not Conform • Anthony Coy e, Project nage This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, I except in full, without written permission from our firm is strictly prohibited. Reproduction of this report, Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Forrn No.: ADMIN-86-02 (Rev. 05/13) OTTO� RO��EN��U & ASSOCIATES, INC. March 13.2019 SteVeNuss Red Dot Corporation 495Andover Park East Tukwila, WA 98180 Geotechnical Engineering, Construction Inspection & Materials Testing G747M.LKing Way South, Tel: (208) 725'4GOO°Toll Free {Seotechnica| Engineering Report (Rev. 1) Proposed Machine and Crane Foundations Red Dot Corporation Q01QU T45Andover Park East Tukwila, Washington 'l ^^8811D'321UUSA �� '3�2 1 �� � � m���m APPROVED INTRODUCTION We visited the site on February 28. 2019 to evaluate the soils that will be supporting o new injection molding machine foundation and two new crane foundation e|arnanCo. We also utilized ground penetrating radar equipment to try and verify the size and thickness of existing columns that support the roof. Based on the location on the location of the site in the Ouwanliah Vm||ey, we anticipate that the existing structure iseither pi|e-sVpported.orthat apreload fill was applied to the building pad prior to construction of the structure. Based on the grade difference between the finished floor elevation and the adjacent parking areas, there appears to be at least 4 feet of fill present as measured from the top of the existing interior concrete slab in the vicinity of the proposed new machine foundation. Based on email correspondence with the project structural engineer, the combined mass of the new machine and its foundation will likely be approximately 200.000 pounds. which results in a foundation contact pnasauna on the underlying oni| ofabout 01O pounds per square foot (psD. 8inli|or|y, we anticipate that the combined mass of the new crane foundation and rnaxinnurn applied load would be approximately 1O8.0OOpounds. FOUNDATION SWBGRADE SOULEVALAQl0ON Prior to our anivm[ 2' x 2' access holes had been removed from the existing concrete slab at 3 |000Uonn designated as TP-1 thnou8hTP-3 on the attached Exploration Site Men. Similar soil conditions were encountered at each of the three locations and consisted of the following: SOUL DESCRIPTION 4^ to 0^ Thick concrete a|mb (no reinforcing steel or welded wire fabric was obamnxad) 3" to 4" Thickness of dense, gray, Crushed Surfacing Top Course (Fill) (Moist) 8^+Dense tovery dense, light brown i| d with graveland occasional cobbles (FiU)(K8oiaU Otto Rosenau& Associates,An GeotechnicalEngineering, Construction Inspection & Materials Testing Red Dot Corporation (2019) ORA Project No,: 19-0104 Page own Based on observations and eVa|uaUOnm, it is our opinion that the underlying fill soils present beneath the existing concrete slab to G depth of about feet below the top of slab can provide the following maximum allowable bearing capacities: * New Crane Foundations (approximately 8feet bv8feet) —1.5OOpsf • New Machine Foundation (approximately 38.75 feet by 8.5 feet) — 610 psf An allowable coefficient of friction of 0.35 may be used in estimating lateral resistance provide at the 'interface at the bottom of the new foundation elements and the existing dense b}very dense silty sand fi|| soils. Additional lateral resistance may be provided by passive resistance that develops against the embedded portions of the new foundation e|enmants, which may be estimated ao3O0H.where Hiathe depth ofthe foundation embedment below the bottom ofthe existing concrete slab. Based on the above assumed foundation contact premourem, we anticipate that 0.5 to 0.75 inches of post -construction settlement may occur under static (non -seismic) conditions. These Vm|uan are based on the assumption that no preload fill was placed on the building pad prior to construction of the building and that the building is pile -supported. If a preload fill was applied prior hothe construction ofthe building, xvmwould anticipate that the amount ofpost-construction settlement would bosignificantly less than the above listed values. The soil and groundwater parameters utilized for the settlement analysis are based on a review of subsurface investigations that were oqrnp|oted in the Vioinl1v of the project site. If the estimated post - construction settlement values are excessive for the proposed app|inmbon, then m deep foundation system should be considered. Liquefaction -induced settlement during intense seismic events on the order of 12 inches or greater is pooeib|e, given the liquefaction -prone alluvial deposits that underlie the site and could possibly be mitigated for ifo deep foundation system was utilized. Based on the proximity of the existing roof column support located to the north of the proposed machine foundation, we recommend that the proposed machine foundation be moved to the mouth 0tm 12 inches to ovoid applying surcharge loads to the side and/or the side of the existing roof column support foundation. Please see the attached figure titled "Cross -Section (Modified Proposal). If it is not poaa|bka to move the location of the machine foundation further to the south, ORAshould becontacted 10provide appropriate surcharge loads. We do not recommend that the new machine or crane foundations be deeply mn`bedded, because the U1(nhnmss of quality fill soils would be reduced and would increase the likelihood of post -construction settlement, We understand that the exiodnQ, nearby crane foundations were sized for on o||ovvab|e bearing capacity of 1.500 pof and appear to have performed well since Otto Rosenau & Associates, Incorporated Geotechnical Engineering, Construction inspection & Materials Testing Red Dot Corporation (2019) ORA Project No.: 19-0104 March 13, 2019 Page 3 of 3 their construction in 2016. GROUND PENETRATING RADAR RESULTS A handheld ground penetrating radar (GPR) unit (GSSI StructureScan Mini XT) was utilized to evaluate the configuration of existing foundation elements and floor slabs on the north side of the proposed machine foundation. The GPR unit has an effective scan depth of 24 inches. Our findings are as follows: • The existing concrete floor slabs appears to vary in thickness from 4 to 6 inches in thickness. The slabs do not appear to be reinforced with welded wire fabric or steel reinforcement bars. • The existing roof support column footings appear to be founded at a depth greater than 2 feet below the top of the existing slab. Based on our observations for similar types of structures, we anticipate that the roof support column footings are founded on soils or a pile cap at a depth of about 4 feet below the existing top of slab elevation. If you have any questions, please contact us. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Anthony Coyne, P.E. Senior Geotechnical Engineer EXISTING CRANE FOUNDATION - 7'-6" 40' LEGEND 29' 36' EXISTING ROOF SUPPORT COLUMN FOUNDATION AND FOUNDATION ELEMENT POTENTIALLY SUBJECT TO SURCHARGE LOAD BY NEW MACHINE FOUNDATION TP 38' 84" TP-2 PROPOSED CRANE FOUNDATION EXISTING MACHINE FOUNDATION - PROPOSED MACHINE FOUNDATION EXISTING CRANE FOUNDATION EXISTING ROOF SUPPORT COLUMN FOUNDATION * TP-1 LOCATION OF TEST PIT EXPLORATION COMPLETED ON 0212812019 EXPLORATION SITE PLAN Project Name: Red Dot Corporation (2019) For: Red Dot Corporation Location: 745 Andover Park East, OTTO ROSENAU & PROPOSED CRANE FOUNDATION Tukwila, Washington ASSOCIATES, INC, Date: March 12, 2019 ORA Project Number:19.0104 REFERENCE: PDF SITE PLAN PROVIDED BY OWNER Scale:118" =1'4" Proposed Machine Foundation Shifted about 8" to 12" to South Existing 4" to 6" Thick Slab 8'_53" 4 2'•6" Existing Roof Support Column Existing Plinth I Pier 1'•6" -3' N4 2'-6" — Load from Proposed Machine Foundation DOES NOT Apply Lateral Load to Existing Roof Column Foundation CROSS•SECTION (MODIFIED PROPOSAL) Project Name: Red Dot Corporation (2019) Location: 145 Andover Park East, Tukwila, Washington Date: March 12, 2019 For: Red Dot Corporation OTTO ROSENAU & ASSOCIATES, INC, ORA Project Number 19-0104 Assumed 4,5' x 4,5' Existing Foundation 45° REFERENCE: PDF SITE PLAN PROVIDED BY OWNER Projected Zone of Foundation Influence RAMSEY MACHINE SERVICES, INC. PROJECT NUMBER STRUCTURAL CALCULATIONS OF 10 TON BRIDGE CRANE RUNWAY EXTENSION FOR FOR KONECRANES LOCATED AT RED DOT 495 ANDOVER PARK E SEATTLE, WA 98188 ANANT B. SHETH P.E. 8662 1 REVIEWED FOR CODE COMPLIANCE APPROVED tAP 03 2019 City of Tukwila BUILDING DIVISION rIECEIVED CITY OF TUKWILA APR 11 2019 PERMIT CENTER 22845 SAVI RANCH PARKWAY UNIT E, YORBA LINDA, CA 92887 714-998-1230 Fax 877-664-5282 E-mail Kim@ramseymachineservices.com CSLB 828496 L.A. City Certified Fabricator # 2040 bl w 0 III RAK8SEY MACHINE SERVICES, INC. �������| NOTES: ~~�``~'~^� 1. FABRICATOR / CONTRACTOR / INSTALLER SHALL VERIFY ALL FIELD DIMENSIONS PRIOR TO FABRICATING AND /ORINSTALLING J. ALL BUILDING MATERIAL SHALL CONFORM TOTHE VVASH|NGTONBUILDING CODE, IBC 2O15, INCLUDING ALL CURRENT ADyWENDN1ENTSAND OND OTHER LOCAL CODES AND SAFETY LAWS CURRENTLY |NFORCE. 3. MATERIALS: a. STRUCTURAL STEEL SHALL CONFORM TOTHE FOLLOWING ASTK8SPECIFICATIONS UNLESSSNOTED OTHERWISE i. CHANNELS, FLAT BARS AND ANGLES /-36 ii WIDE FLANGE BEAMS A992(Fy=50ksi) iii SBEAK8S A,36 k/. PLATES A-36 v. BOLTS A,325 vi ANCHOR BOLTS F1554'36/H|LT| HA5'5.8 vii TUBING A,SOO b. EPDXY i H|OlH|T—HY%OO c CONCRETE i ALL CONCRETE SHALL BENORMAL WEIGHT WITH MINIMUM STRENGTH OF Yc=4OOOPSI 4TZ8DAYS ii SPECIAL INSPECTION |SREQUIRED ASPER SECTION 17U4IBC 2O1S iii CEMENT SHALL BETYPE 1ORTYPE UCONFORMING TOASTM'C'15O iv. MINIMUM CONCRETE COVER BETWEEN REINFORCING BARS AND FACE OF CONCRETE SHALL BEA5FOLLOWS: 1. CONCRETE CAST AGAINST EARTH 3~ 2. FORMED CONCRETE SURFACE EXPOSED TO WEATHER OR EARTH2" d. REINFORCING STEEL i ALL REINFORCING DEFORMED BARS NOSAND LARGER SHALL CONFORM TO ASTM A615,GRADE 6OAND NO4AND SMALLER SHALL CONFORM TO ASTMA615iGRADE 4O 2I845SAV RANCH PARKWAY UNIT E,YORBAUNDA [A9I887 714-998'1230 Fax877-6G4'5282E-mai|Kim@ramnseymachineservicec.com CSLBO2D495 L.A. City Certified Fabricator#2O4O RAMSEY MACHINE SERVICES, INC. ii. REINFORCING BARS SHALL LAP 30 DIAMETERS MINIMUM AT SPLICE UNLESS OTHERWISE SHOWN 4. SUBGRADE AND SUBBASE a. COMPACT TOP 6" OF EXPOSED NATURAL GRADE AND ALL REQUIRED FILL TO 90% MAXIMUM DENSITY b, ALL EXISTING NON -COMPACTED FILL SOILS AND DISTURBED NATURAL SOILS ARE TO BE EXCAVATED AND PROPERLY COMPACTED c. A FOUNDATION INVESTIGATION REPORT IS REQUIRED FOR ORGANIC CLAY 5. ALLOWABLE SOIL BEARING PRESSURE IS ASSUMED TO BE 1500PSF. ASSUMED ALLOWABLE SOIL BEARING PRESSURE MUST BE VERIFIED BY A QUILIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN AS ASSUMED, NOTIFY RAMSEY MACHINE SERVICES OF POSSIBLE FOUNDATION REDESIGN." 6. FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDER USING LOW HYDROGEN ELECTRODES a. SPECIAL INSPECTION IS REQUIRED PER SECTION 1704 & 1705 IBC 2015 7. CONCRETE TO BE RECYCLED 8. CRANE AND RUNWAYS SHALL BE LOAD TESTED AT 125% OF RATED CAPACITY BY A QUALIFIED PERSON 22845 SAVI RANCH PARKWAY UNIT E, YORBA LINDA, CA 92887 714-998-1230 Fax 877-664-5282 E-mail Kim@ramseymachineservices.com CSLB 828496 L.A. City Certified Fabricator # 2040 RAMSEY MACHINE SERVICES, INC.1 CRANE LOADS BRIDGE WEIGHT = TROLLEY WEIGHT= MAX CAPACITY= WHEEL BASE MWL (STATIC) = MWL (IMPACT)= LATERAL LOAD= LONGITUDINAL LOAD= 6.611 1.47 20 8.20 12.38775 15.0715 1.0735 3.0143 WHEEL LOAD POSITIONS DEFLECTION 11--- 26.350 18.150 Red Dot Seattle, WA k TOP OF RAIL= k IMPACT k COL. SPACING= (10) TON BRIDGE CRANE 2 WHEEL END TRUCK 18-8 3/4" 0.25 DEaMALFORMAT 44.5 ft 2 6.611 + 1.47 20 MWL (static). 4 2 2 k MWL (IMPACT). 6.611 4. 21.47 x 1.25 4 2 k / wheel LATERAL. ( 1,47 + 20 ) x 2 4 k / side LONG. LOAD= .1X 15.072 X 2 PLAT= 1.0735 P= 12.388 WB= 8.200 PLAT= 1.0735 P= 12.388 18.150 1+4 COLUMN SPACING= 44.500 MOMENT 1 4 24.300 16.100 P= 15.072 WB= 8.200 P. 15.072 20.200 COLUMN SPACING= 44.500 R,= 16.46011011 R2= 13,68289 COLUMN LOAD MAX R= 27.36577978 CRANE DEAD LOAD / WHEEL= P= 15.072 8.200 P= 15.072 R R LAT 1.9491865 2.38775 1.65275 44.500 Crane DL at Column= Crane LL at Column= 4.336 3.001 27.366 Bridge 4- hoist Bridge only w-impact RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION ACHINE SERVICES CRANE LOADS CRANE LOADS: 10 TON BRDGE CRANE RUNWAY BRIDGE WEIGHT= BW := 6.611 k TROLLEY WEIGHT= TW := 1.47 k COLUMN SPACING= L := 44.5 ft MAX CAPACITY= CAP :=20 k WHEEL BASE= WB := 8.2 MWLSTATIC:= MWLIAII,AcT:= NUMBER OF WHEELS = N - WHEELS:= 4 1BW) ( (TW + CAP)) 12.388 4 2 BW +11.25 / (TW+CAP)\ 2 .2 (TW + CAP) = 1.074 LATE L:= NWHEELS TRY W30 X 99 — C 15 X 33.9 RUNWAY BEAM MOMENT : = 15.07• 44.5 — —8.2 =276.367 2.44.5 \ 2 73.963.12 = 7.586 117 1.074 44.5 by:= 2.44.5 170000 =11.912 Fb := 534 2 2 \ 4 .47 ) 8.2 \ 1.074 = 19.696 My: — 2 2 • 44.5 =15.072 8.2 \ 2 • 44.5- 2 OK =19.696' 12.39 .217.8 DEFLECTION: 0.5342)— (4.217.82)), 0.466 < .89 OK 24.29000.5540 1.074.217.8 DEFLECTION: •0•5342)—(4 .217.82)) = 0.466 < 1.135 OK 24 .29000.480 USE W30 X 99-C15 X 33.9 RUNWAY BEAMS CONTINUED Page 1 03/30/2019 RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION ACHINE SERVICES COLUMN DESIGN: TOP OF RAIL= 18'-8 3/4"" MAX VERTICAL LOAD DL + LL= BEAM := .133 • 2 ) + .109 • (-32 \ = 4.703 2 / RAIL:= .015 • (44.5 + 32) • .5 = 0.574 1 15.07 • 2 8.5 2 \ LLCRANE:= = 27.363 44. TOTAL := BEAM + RAIL + LLCRANE = 32.64 LATERAL= 1.074 TRY W 18 X 76 COLUMNS MOMENT := 1.949 • 18.73 = 36.505 32.64 • L fa:= = 1.464 K := 1 L := 201.5 = 77.203 22.3 2.61 ASD TABLE C-50 Fa.:= 19.41 > 1.464 OK , 36.505 • 12 J b:= = 3 146 12000 Fb:= = 24.508 2.43 • 201.5 1.949 • 224.753 DEFLECTION := — 0.191 OK 3.29000.1330 CHECK SEISMIC: S Ds := .967 R:= 2 12 := 2 SEISMIC DEAD LOAD: RAIL = 0.574 BEAM = 4.703 DLCRANE := 4.336 DLTOTAL RAIL + BEAM + DLGRANE= 9.613 V= 9.613 • S Ds • .7 = 6.507 Page 2 03/30/2019 ACHINE SERVICES RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION MOMENT := 6.507 .18.73 = 121.876 121.876 .12 12000 ib:= =10.017 Fo= =24.508 146 2.43 • 201.5 6.507 .224.753 DEFLECTION := = 0.638 OK 3 .29000 • 1330 USE W 18 X 76 COLUMNS BASE PLATE DESIGN: TRIAL BASE PLATE SIZE=22" X 22" P:= 9.613 MOM:= 121.876 f'c := 2500 N:= 22 B:= 22 d := 18.21 bf := 11.035 kd := .326 T+ 9.613 — .5 -1.5 kd • 22 T := 16.5 • kd — 9.613 EA' '=° 9.25 • (16.5 kd — 9.613) + 16.5 kd • ( 1 — 1462.5 kd 3 / 152.625 kd 88.92 + 181.5 kd — 5.5 kd2 — 1462.5 334.125 kd— 1551.4 — 5.5 kd2. 5.5 kd2 —334.125 kd + 1551.4 kd2 60.75 kd + 282 kd := 60.75 — 60.752 .282 = 5.064 2 T := 16.5.5.5-9.613=81.137 T = 40 .569 N M:= .5 - kd • 1.5(21 — .95 18.21) (kd)= 5.339 2 CONTINUED NUMBER OF ANCHORS N := 2 Page 3 03/30/2019 RAMSEY MACHINE SERVICES RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION I6 • 5.339 .75 .50 = USE 1" X 22" X 22" A-36 BASE PLATES EXISTING ANCHORS : 4X 1 1/4" DIA. F1554-36 ANCHORS WITH 3-1/4" SQUARE PLATE AT 21" EMBEDMENT EXISTING ANCHOR BOLTS STEEL STRENGTH = .75 • .75..969.58=31.614 NG ADDITIONAL STEEL STRENGTH REQUIRED= 40.569 — 31.614 = 8.955 S:= 18.5 ANc:= 63.81.5=5134.5 Nb := 24 • V3000 • 1615= 84130.185 ANC Ncbg:= •7 • • Nb— 76184.556 ANCO hj := 21 ANco:= 9 • 212 =3969 Ncbg Ncbg:= = 76.185 1000 TENSIONALLOW := Ndv• .7 = 53.329 OK Page 4 03/30/2019 TRY ADDITIONAL 1" DIA. EPDXY ANCHOR WITH 12" EMBEDMENT STEEL STRENGTH= .75..75..606.58=19.771 BOND STRENGTH= Step 4 Check Bond Strength in Tension := kccr17 fc := 3000 A := 1 Ca_„„ri := 5 d:=1 „ T„:= - • V h • fe = 1358.218If T„> PSI Above use PSI 7r • d I Tu. \ CNa:=10 d =11.112 1100 ANa:= (2 • C Ara+ S) • (C Na+ C a_„a„)= 656.138 2 ANa0:— (2 • C Na) = 493.897 OaaNa:=1 K) RAMSEY MACHINE SERVICES RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION Ca r 1PeriNa'= .7 + .3 • - = 0.835 C Na (G. ft 111,1 - 0.227 OcpNa'= 22 ANa N ag:— ANa0 0„(1Na:= .7 + .3 Maximum Page 5 03/30/2019 Nba := A • T c7.•i d • hef= 89606.289 22590.494 OecNa := Na•OedNa•OcpNa*Nba= Ca_min\ C N„ = 0.835 Nba:= AA. NT T. • haf =a.89606.289 Nag :=' CveriNa• VcpNa "Nba= 22590.494 ANaO 4,Nag:= .65 • Nag = 14683.821 10.414> 8.955 ADD 1" DIAMETER F1554-36 EPDXY ANCHOR 16" EMBED FOOTING DESIGN: AT GRID LINE 2 TRY 71-6" X 11'-6" FOOTING WITH COLUMNS 24" OFF CENTER P:= 9.613 OTM := 121.9 TRIAL FOOTING SIZE: WIDTH := 7.5 LENGTH := 11.5 DEPTH := 2 WEIGHT OF FOOTING = WGT := WIDT H • LENGTH • DEPTH • .15 = 25.875 k PTOTAL:=P W GT = 35.488 OTM + (9.613 .2) := = 3.977 TOTAL 35.488 SP := = 1.334 (7.5) • (11.5 — 2 .3.977) MINIMUM As,:= .0018 • 138 • 24 = 5.962 < 1.5 PSF ALLOWED AS2:— .0018 • 90 • 24 =3.888 RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION RAMSEY MACHINE SERVICES Asi # OF REBAR AT TOP AND BOTTOM— , = 9.914 (7r • .43752) AS2 USE 10 X # 7 REBAR N. S. DIRECTION TOP AND BOTTOM USE 7 X # 7 REBAR E. W. DIRECTION TOP AND BOTTOM USE 7'-6" WIDE X 11'-6" LONG X 2'-0" DEEP FOOTING WITH COLUMN 24" OFF CENTER IN THE LENGTH DIRECTION 3000 PSI CONCRETE rc • 4375 2 ) Page 6 03/30/2019 — 6.466 COLUMN DESIGN AT END OF RUNWAY GRID LINE 3 TRY W 18 X 76 COLUMNS MOMENT := 1.949.18.73 = 36.505 32.64 K • L 22.3 = 1.464 K :=1 L := 201.5 = 77.203 2.61 ASD TABLE C-50 := 19.41 > 1.464 OK 20.116.12 J b .= = 1.653 146 1 Fb :2000= =24.508 2.43.201.5 1 DEFLECTION :=.074 .224.753 = 0.105 OK 3 .29000 • 1330 CHECK SEISMIC: S Ds := .967 R:= 2 := 2 SEISMIC DEAD LOAD: RAIL:= .015 .22.25 = 0.334 BEAM := .1329.22.25 = 2.957 DLCRAJJE ;= 4.336 DLTOTAL:= RAIL + BEAM + DLGRANE= 7.627 V:. 7.627. Ds ..7= 5.163 MOMENT := 5.163.18.73 = 96.703 ACHINE SERVICES RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION fG := 96.703 12 12000 7.948 Fb •= = = 24.508 146 2.43.201.5 DEFLECTION:= 5.163.224.753 = 0.507 OK 3.29000.1330 USE W 18 X 76 COLUMNS BASE PLATE DESIGN: TRIAL BASE PLATE SIZE=22" X 22" P := 5.163 MOM := 96.703 f'c := 2500 N:= 22 B := 22 d :=18.21 bf :=11.035 Ef:=O kd:=.326 T+5.163-.5.1.5 kd•22 T:=16.5•kd- 5.163 9.25•(16.5 kd - 5.163) + 16.5 kd•(11- kd)-1160 3 152.625 kd-47.8+181.5 kd-5.5 kd2 -1160 334.125 kd- 1207.8 - 5.5 kd2 5.5 kd2 - 334.125 kd + 1160 kd2 -60.75 kd+210.9 kd :- 60.75 - V60.752 - 4.210.9 = 3.697 - 2 T:=16.5.3.697-5.163=55.838 T T = 27.919 N (21-.95.18.21) kd =3.897 M:=.5•kd•1.5• 2 1 3 / CONTINUED NUMBER OF ANCHORS N:= 2 t :— 6.3.897 = 0.79 USE 1" X 22" X 22" A-36 BASE PLATES .75.50 Page 7 03/30/2019 RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION RAMSEY MACHINE SERVICES TRY 4X 1 1/4" DIA. F1554-55 ANCHORS WITH 3-1/4" SQUARE PLATE AT 21" EMBEDMENT ANCHOR BOLTS STEEL STRENGTH = .75 ..75 ..969 . 75 = 40.88 > 27.919 OK S:= 18.5 ANc:= 63 . 80 = 5040 hef 1.— 2 ANCO := 9 212 = 3969 N b:= 24 • V3000 • 1615=84130.185 ANC N og Ncbg=: .7* A . Nt, = 74782.387 Ncbg:= = 74.782 •11.ivco 1000 TENSION ALLotv Nbg .7 =52.348 OK '= c USE 1 1/4" DIAMETER F1554-55 ANCHOR BOLTS WITH 3 1/4" X 3 1/4" X 1" PLATE WELDED TO BOLT AT BOTTOM 21" EMBEDMENT FOOTING DESIGN: TRY 9'-3" X 9'-6" FOOTING WITH COLUMNS 1'-4" OFF CENTER P 5.163 OTM := 96.7 TRIAL FOOTING SIZE: WIDTH := 9.25 LENGTH := 9.5 DEPTH := 2 WEIGHT OF FOOTING = WGT :=WIDTH • LENGTH • DEPTH • .15 =26.363 k ProTA r= P +WGT= 31.526 OTM + (5.163 • 1.33) := —3.285 PTOTAL 31.526 = 1.163 (9.25) • (9.5-2 .3.285) < 1.5 PSF ALLOWED Page 8 03/30/2019 MINIMUM As:= .0018 • 114 .24=4.925 MINIMUM As:= .0018.111 - 24=4.795 # OF REBAR AT TOP AND BOTTOM— , 4.925 =8.19 (7 .4375 2 ) 1 RAMSEY MACHINE SERVICES RED DOT 10 TON BRIDGE CRANE RUNWAY EXTENSION USE 9X # 7 REBAR BOTH WAYS TOP AND BOTTOM USE 9'-3" WIDE X 9'6" LONG X 2'-0" DEEP FOOTING WITH COLUMN 16" OFF CENTER IN THE LENGTH DIRECTION 3000 PSI CONCRETE Page 9 03/30/2019 X -.015k/ft Loads: BLC 1, DL LL Solution: Envelope RAMSEY MACHINE SER... K.L. RAMSEY RUNWAY BEAM DL + LL (STATIC) SK - 1 Mar 26, 2019 at 5:19 PM Runway Beam DI + LL (static),r3d Company : RAMSEY MACHINE SERVICES Designer : K.L. RAMSEY Job Number Mar 26, 2019 5:19 PM Checked By: Material Takeoff 1 Hot Rolled Steel 2 A992 W30 x 99-C15 x 33.9 1 44.5 5.8 3 Total HR Steel 1 44.5 5.8 Joint Coordinates and Temperatures Z fftl 1 Ni 0 0 0 0 2 N2 44.5 0 0 0 Hot Rolled Steel Design Parameters 1 Label Sham Lengthlitl Lbvv[ftl Lbzz M1 BEAM 44.5 Joint Loads and Enforced Displacements Lcm t° ftLcc)rn b° f c". u Kyy Kzz D t[ t t b Function Lateral Joint Label L D M Direction Magnitude[(k.k-ft), tinted). (k*s^2/ft Vent)] No Data to Print ... Member Point Loads (BLC 1 : DL + LL) 1 M1 Y -12.38 18.15 2 M1 Y -12.38 26.35 3 M1 Z 1.07 18.15 4 M1 Z 1.07 26.35 Member Distributed Loads (BLC 1 : DL + LL) Member Label Direction Start Magnitudefk/ft FlEnd Magnitudefk/ft Fl Start Location[ft °A] En 1 -.015-.015 0 M1 Load Combinations Y d Location ft 0 1 Description IBC 16-8 So Ive PDelta Yes Y SS BLC Fact..BLC Fact..BLC Fact..BLC Fact..BLC_Fact..BLC Fact..BLC Fact..BLC Fact DL 2 IBC 16-9 Yes DL 1 LL 1 LLS 1 3 IBC 16-10 (a) Yes DL 1 Envelope Joint Reactions in X[kl LC Yk LC MY fk-ftl LC MZ fk-ftl 1 Ni max 0 1 15.611 1 -1.07 1 LOCK... 0 1 0 1 2 min 0 1 15.611 1 -1.07 1 LOCK... 0 1 0 1 3 N2 max 0 1 15.611 1 -1.07 1 0 1 0 1 0 1 4 min 0 1 15.611 1 -1.07 1 0 1 0 1 0 5 Totals: max 0 1 31.223 1 -2.14 1 6 min 0 1 31.223 1 -2.14 1 RISA-3D Version 11.0.2 [C:\...\...\...\...\...\...\Calculations\Runway Beam DI + LL (static).r3d] Page 1 Company : RAMSEY MACHINE SERVICES Designer : K.L. RAMSEY Job Number : Mar 26, 2019 5:19 PM Checked By: Envelope Member Section Forces -v -ft1 1 M1 1 m.. 0 1 15.611 1 -1.07 1 0 1 0 1 0 1 2 fnin 0 1 15.611 1 -1,07, 1 0 1 0 1 0 3 2 m- 0 1 13.996 1 -1,07 1 0 1 -11.904 1 -164.689 4 fnirl0 1 13.996 1 -1.07 1 0 1 -11.904 1 -164.689 5 3m.. 0 1 0 1 0 1 0 1 -19.421 1 -260.645 6 pin Q 1 0 1 0 1 0 1 -19.421 1 -260.645 1 7 4 m.. 0 1 -13.9... 1 1.07 1 0 1 -11.904 1 -164.689 8 min 1 -13.9- 1 1.07 1 0 1 -11.904 1 -164.689 5 m.. 0 1 -15.6._ 1 1.07 1 0 1 0 1 0 10 min 0 1-15.6... 1 _ 1.07 1 0 1 0 1 0 Envelope Member Section Deflections x finl LCvfin LC 2 rinl 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.486 1 .453 1 0 1 1098.284 1 1177.938 1 4 min 0 1 -.486 1 .453 1 0 1 1098.284 1 1177.938 1 5 3 ,rnax 0 1 -.697 1 .652 1 0 1 766.373 1 818.986 1 6 min 0 1 -.697 1 .652 1 0 1 766.373 1 818,986 7 4 rnax 0 1 -.486 1 .453 1 0 1 1098.284 1 1177.938 8 min 0 1 -.486 1 .453 1 0 1 1098.284 1 1177.938 1 9 5 ,rnax 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min 0 1 0 1 0 1 0 1 NC 1 NC Envelope MSC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Lop[ft] Sh ar Check Lo Pn /... Pnt/o...Mn /...Mnzz...... Eqn y111225.... M1 1W30 x 99-C1...1 Hot Rolled Steel Section Sets .623 22.25 11 I .056 0 1145„. 200.7... 494.97 H1-... Label Shape BEAM Type Design List W30 x 99-C15 x 33.9 I Beam Wide Flange Material Design ..,. A Ein21 1vy [in4] Izz J jin4]. 38.2711427.336 5419.341 7,039 A992 Typical RISA-3D Version 11.0.2 [CA...1...\...1...1.,.1...\Calculations1Runway Beam DI + LL (static).r3d] Page 2 Y Z X -.015k/ft 111111111111111114.4 -15.07k ��I 4111111111111151;911111111111111111111111114111111111 Loads: BLC 1, DL + LL Solution: Envelope RAMSEY MACHINE SER... K.L. RAMSEY RUNWAY BEAM DL + LL (IMPACT) SK - 1 Mar 26, 2019 at 5:17 PM Runway Beam DI + LL (impact).r3d Company : RAMSEY MACHINE SERVICES Designer : K.L. RAMSEY Job Number : Mar 26, 2019 5:18 PM Checked By: Material Takeoff Pi 1 Hot Rolled Steel 2 A992 W30 x 99-C15 x 33.9 1 44.5 5.8 3 Total HR Steel 1 44.5 5.8 Joint Coordinates and Temperatures 1 N1 0 0 0 0 2 N2 44.5 0 0 0 Hot Rolled Steel Design Parameters Label Shape BEAM 44.5 length[ftt, Lbyy[ftl LbRz[ftl Lcomp toofft)Lcomp botiftilL-torau.. K M1 Joint Loads and Enforced Displacements Cb F nction FVL.ateral Joint Label L D M Direction Magnitudel(k k-ft) (in rad) (k*s^2Jft k*s°2*ft)1 No Data to Print ... Member Point Loads (BLC 1 : DL + LL) Member Label irection Ma nitude k k-ft Location ft ° 1 M1 Y -15.07 18.15 2 M1 Y -15.07 26.35 3 M1 Z 1.07 18.15 4 M1 Z 1.07 26.35 Member Distributed Loads (BLC 1 : DL + LL) Member Labe M1 Load Combinations Direction Start Ma nitude[k/ft F1 End Magnitude[k/ft.F1 Start Location[ft.%] Y -.015 -.015 0 End Locationgt °/o] 0 Descri tion Solve PDelta SRSS BLC Fact...BLC Fact..BLC Fact..BLC Fact..BLC Fact, BLC Fact..BLC Fact..BLC Fact... IBC 16-8 Yes Y DL 2 IBC 16-9 Yes DL LL 1 LLS IBC 16-10 (a) Yes Envelope Joint Reactions DL Joint X [Ki LC Y fk L Z tk LC MXIk-ftl LC MY [k-ftl LC MZ [k-ft' LC Ni1 max 0 1 18.301 1 -1.07 1 LOCK... 0 1 0 2 min 0 1 18.301 1 -1.07 1 LOCK... 0 1 0 3 N2 max 0 118.301 1 -1.07 1 0 1 0 1 0 4 min 0 1 18.301 1 -1.07 1 0 1 0 1 0 1 Totals: pax 0 1 36.603 1 -2.14 6 min 0 1 36,603 1 -2.14 1 RISA-3D Version 11.0.2 [CA...1...1...\...\...\...\Calculations1Runway Beam DI + LL (impact).r3d] Page 1 Company RAMSEY MACHINE SERVICES Designer K.L. RAMSEY Job Number : Mar 26, 2019 5:18 PM Checked By: Envelope Member Section Forces Member S... AxiaIFklLC v She..LC z She..LC Torau fk.,.LCv-v MomentIk-ttL LC 1 M1 1 m.. 0 1 18.301 1 -1.07 1 0 1 0 1 0 1 2 fnir1 0 1 18.301 1 -1.07 1 0 1 0 1 0 3 2 m.. 0 1 16.686 1 -1.07 1 0 1 -11.904 1 -194.615 4 Fin 0 1 16.686 1 -1.07 1 0 1 -11.904 1 -194.615 5 3 m.. 0 1 0 1 0 1 0 1 -19.421 1 -309.469 1 6 min 0 1 0 1 0 1 0 1 -19.421 1 -309.469 7 4 m.. 0 1 -16.6... 1 1.07 1 0 1 -11,904 1 -194.615 8 min, Q 1 -16.6... 1 1.07 1 0 1 -11.904 1 -194.615 9 5 m.. 0 1 -18.3... 1 1.07 1 0 1 0 1 0 1 10 pin 0 1 -18.3- 1 1.07 1 0 1 0 1 0 1 Envelope Member Section Deflections r Sec x Fini LC v Fini LC z Fi 1 M1 1 max 0 1 0 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max , 0 1 -.576 1 .453 1 0 1 926.951 1 1177.938 1 4 min 0 1 -.576 1 .453 1 0 1 926.951 1 1177.938 1 5 3 max 0 1 -,,826 1 .652 1 0 1 646.452 1 818.986 6 min 0 1 -,826 1 .652 1 0 1 646.452 1 818,986 7 4 pax 0 1 -.576 1 .453 1 0 1 926.951 1 1177.938 min 0 1 -.576 1 .453 1 0 1 926.951 1 1177.938 1 9 5 Flax 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min 0 1 0 1 0 1 0 1 NC 1 NC 1 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code check W30 x 99-C1„.1 M1 Hot Rolled Steel Section Sets .721 22.25 LocIftl ... Shear Check Pnc/... Pnt/p...Mn /...Mnzz...... Eqn ...1H1-... .065 44.5 y 225.... 1145... 200.7... 495.... 1 Label BEAM Shape W30 x 99-C15 x 33.9 Toe Design Ust Material Design A fin21 Ivy [in41 Izz fin41 J [in41 Beam Wide Flange A992 Typical 38.271 427.336 5419.34 7.039 RISA-3D Version 11,0.2 [CA...\.,.1...1...\...\...\Calculations\Runway Beam DI + LL ct .r3c11 Page 2 7/27J2016 Design Maps Summary Report • IJS( Design Maps Summary Report User -Specified Input Report Title Red Dot woo July 27, 2r111, 23 -4G 05 U1C Building Code Reference Document 2012/2015 International Building Code (wh�c'h +.itI.n:; I1Sf5 haiaid da! i a20043) Site Coordinates 47.44617°N, 122.27164°W Site Soil Classification Site Class D - "Stiff Soil' Risk Category I/II/III Vashor Burien SEATTLE !f4?_OM% �rhiL .ARRo_1;T Des Moines, USGS-Provided Output S5 = 1.450 g Si = 0.541 g SM5 = 1.450 g SM1 = 0.811 g 4Eh' TON ?° r' �. tent S05 = 0.967 g SDI = 0.541 g aquah enton Maple Valley ,Covington For information on how the SS and 51 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.65 1.10 1.50 1.00 1.35 0.90 1.20 0.80 1.05 0.70 0.75 0.60 0.45 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) 0.40 0.30 0. 0.10 0.00 0.00 .00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Although this information is a product or the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://ehpl-earthquake.cr.usgs.gov/designm aps/us/sum m ary.php?templ ate= minimal &I atitude=47.44616665744004&iongilude=-122.27163884468315&siteclass=... 1 /1 l 2 1 8 1 4 1 s 1 7 L 8 1 9 ©WAGE EESCRATVI 1 10 ( 11 EPA DATE ;FADEDPr 12 YW1ED !IF Ff e A D G H SPAN 40'-0" MJ l81i8" KONECRANES 10-TON irl '.4111 A 3' 13I8" a 21i8" cn CRANE POViiR SUPPLY ASCE30 T.5718' 4'-01i' VIEWA•A TECHNICAL DMA SPAN 40'4 IDAD :ID•TON UFTINGHEIGHT :1T.1li8' HOIS1INGSPED 2863.2Nnrn Aped TRAVTASBNGSPEED :65 tin Om RUG :100 main stepless k101110FTR011EY :14101ts EN BR :6611IN CRAICrCANTO :CIMACIC POPkRSUPPLY :4601115V,60Ih PCCEPTED BY: COMPANY: DATE: 411.11 SURFACE TREATMENT OF CRANE BRIDGE COLOR : RAl1D28 PAINT :Up Crane is without mice pU*f onn. Service must be done from a separate platlonn folifting persons Indoor Usecrane CDOIPS DADill4!S Int 0612412016 CXTSks10•TON x 40ft Ho1:17 660 — (SinLILIclloCr.nl RedDOT Corporation ItEN4EGR NS Seattle, WA 98188 E4 AI CD015-0051-R1.0 2 1 4 1 s 1 7 9 10 1 11 ''I SILLS IiIilj1i91II I 1'b M h'FANBN, Sr) IL ill�ll�l'� �ri �I li�ii�li 17'1''�li"I ilrd L 41 7111,1' I�1Illi iil�'I'��I 1!i!11', I�Iii1` �(11'i II M ; i ka #IIXAhl6kL% PP tuathr�l � A ��i!I�'lll'I�ylII�YIIII IIJrIiIIIIIIIII1Y111iYlillliV�IIV�IIIiIIIIrrIIIIiIIIIIIIiVllli'!IrrIIII7T.1ll'll5; VjIIVfi V'IuII�111!ijl!Illll po IIIIVIllll IIJIIUp1i'!NIIV ,j H�p��l',II� III II �'iiilyldl +I',��i� i li� ll�L l?iI A!�11�'��jiI� ATI IIIIIAI) �IAil i11',l� � iP� t77ilVk (10 00000 0000000 15%44h M. BE INwxA1, WA OM NA Plat N15143040 f% wN Pp,ORt C@ NON Mt% P. vwwwwwwww. wwwwwwwvAA to VOLUNTARY SEISADC MARE FOR; RED DOT CORPORATION 745 ANDOVER PARR EAST TUKWILA, WA IW ea OR NCE MAT uo Tukwila BUIl.DIO DIVISION RECEIVED CITY OF s UKVVILA APR 112019 PERMIT CENTER Structural Calculations Cover Sheet Project Number: Project Name: 2019.012 Red Dot Corp. Date: March 1, 2019 Architect: Structural Design For: Structural design for machinery foundations. Construction Type: Conventional reinforced concrete footings. CODES 2015 International Building Code (IBC) 2015 NDS ASCE 7-10 LOADS Floor Live Load n/a Dead Loads As required Roof snow Load n/a Wind Seismic Per ASCE 7-10 Section 12 Peak Ground Ground Accelerations (PGA) based on USGS Hazards Program 2003, by Lat/Lon. PGA 1 sec = .537 PGA .2 sec = 1.442 %V = 0.3 Material Design Values Soils (assumed) Concrete Reinforcing Structural Steel Steel Pipe Anchor Bolts Minimum 2,000 psf allowed bearing (subject to field verification) fc=3poo psi; 5-1/2 sack mix, or alternate mix pre -approved by bldg. dept. Grade 40 or 60; F 40,000 psi minimum REVIEWED FOR CODE COMPLIANCE APPROVED MAY 03 2019 City of Tukwila BUILDING DIVISION nEc VED CITY OF TUKWLA APR 11 2019 PERMIT CENTER ASTM A36, F —36 ksi ASTM A53, Grade B, Fy=35 ksi ASTM A325 hold down bolts, F1554 Anchor Bolts, A307 other bolts CONSULTING STRUCTURAL ENGINEERING SERVICES, INC. 6311 - 17th Avenue NE, Seattle WA 98115 (206) 527-1288 email john@cses-engineering.com Structural Engineering Consulting and Design bl 1 OSHPD Red Dot Corp. Latitude, Longitude: 47.449321, -122.251880 Kohl's Tukwila Nordstrom Rack Southcenter Square Go gle Date Design Code Reference Document Risk Category Site Class Type Ss St SMS Smt Value 1.442 0.537 1.442 0.805 Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value, Numeric seismic design value at 0.2 second SA S01 0.537 Numeric seismic design value at 1.0 second $A Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second F„, 1.5 Site amplification factor at 1.0 second PGA 0.593 MCEG peak ground acceleration FpGA 1 Site amplification factor at PGA PG Am 0.593 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.442 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.524 Factored unifonmhazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.183 Factored deterministic acceleration value. (0.2 second) S1RT 0.537 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.577 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 1.019 Factored deterministic acceleration value. (1.0 second) PGAd 1.145 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0,946 Mapped value of the risk coefficient at short periods CR i 0,93 Mapped value of the risk coefficient 818 period 011 s 2/26/2019, 2:1555 PM IBC-2015 D - Stiff Soil Map data '2019 Google ; :5g15/416. 0 A5C6 10 ; „1.0 ittAti 13 4-I). 14Al 3, 3- p5 I 5 Wp • • CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: john@cses-engineering.com Project No. ,4 116°14 Date 4/I /117 Project Name P Yer Comments Revision Page M• (.I% Z /46 0 oP4 aF . .... .... CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Aven-ue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: john@cses-engineering.com project No. 2-°I Z" Date 1 Project Name Comments Revision Page r‘11, 2,5 t 4 k 0 U Or FOofiri Ihrlia Ppm i4,1q gay ec .517 TD rapt i-JAtO pc 3 - 11 /2-• j.:/ 4. I) r-N5 Oe. Corffrite-5 ion) I Se)IG LOAV ... CONSLLTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone206)527-1288 Email: john@cses-engineering.com Project No 0/41, 014 Date ge,V 1;or Project Name Comments Revision Page I VC? 17 0 Ve iZ,OU4VN ,,, ...... 1 ip4 &Pots /5ivf lc, th- ..... ... CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: john@cses-engineering.com Project No WI I's Z" Da Project Name ?'T Comments Revision Page M 4 Existing wall\ NOTES:() Provide 4" clear between the new machine fooling and any adjacent footings. Provide a 4" thick styrofoam bond breaker where this occurs. Existing crane footing Existing crane footing Existing building columns a footing (TYP,) Existing machine footings Existing crane/ footing See Note Contractor to verify pad locations (TYP,) Existing crane footing 0 00 i0 0 F1 Partial Plan - New IUachirie Footing 118" =1-0" New crane footing (By others) NORTH New crane footing /(By others) See Note@ Revisions: Date: 04110119 Sheet: Structural Notes: Applicable Codes and Standards: 2015 International Building Code (IBC) and other applicable local building codes, ASCEISEI 7.10 - "Minimum Design Loads for Buildings and Other Structures" 2015 NDS for wood structures. American Concrete Institute • ACI 315, ACI 318, ACI 301, ACI 307, Structural design shall be in accordance with the latest edition of above codes and standards. Contractor shall comply with the latest edition of all applicable codes and standards. Design Loads: Seismic loading per IBC Sections 1603 and 1613, Site Class D. The bask structural type is a bearing wall system with light framed walls with shear panels. Rw = 6,5 (wood structural panels), soil type D. Seismic importance factor 1.0, Seismic Use Group 1 Design and Analysis by Simplified Design Procedure Peak Ground Accelerations (PGA) based on OSHPD, by latllong, PGA 1 sec =,421 PGA .2 sec = 1.217 Seismic base shear = 0,185" Dead Load Foundations: Soil parameters (assumed): Vertical allowable soil pressure: 1,000 psf All soil conditions are to be field verified during construction by the Geotechnical Engineer. If needed, structural fill shall be placed in 12-inch maximum horizontal lifts (loose thickness) and compacted to 90 percent of maximum dry density in accordance with ASTM D-1557, Imported structural fill shall be granular material containing no more than 5 percent fines, passing no. 200 sieve, Structural fill in place shall be tested by a licensed soil engineer or approved by the building inspector. Cast in Place Concrete: Concrete shall attain a minimum compressive strength of 3,000 psi at 28 days (S'% sack mix). An alternate mix provided by the concrete supplier and pre -approved by the building department is acceptable. Reinforcing steel shall conform to ASTM A-615, Grade 60 (Fy=60,000 psi) for all bars, Concrete protection for reinforcement shall be: Concrete exposed to earth or weather 2" 06 & larger) Concrete cast against earth 3" Bearing pads per machine manufacturer's specifications (TYP.) (2) continuous #5 bars at fop of stem (TYP.) Existing slab (TYP.) Fi CO Top of stem 2" above slab (TYP,) New 4" slab on grade wl #3 bars @12" o,c, both ways, Center bars in slab Geofoam fill (TYP.) r—, 12" Wide continuous concrete stem wall Top of slab on grade #6 Vertical bars ©12" o,c, hook into footing as shown #6 Bars @12" o,c, Both ways (Minimum) Footing Detail 112"=1' V- Q C I y�Yjtg6.ti05 L tlll�ll� �!t��q far ,I�i 111,�li1,l Ia.�1'l ),fl-11,i.1L i,1J !),' l lii�l N� I�h'11';li I'll'1!',I Ti1111ll! Ili'IIPII�hI1 1111� 4��!I"I it I!!11i iVll@J I�NII�III�IIVIIUIIIIIIIlil6111'IIIIIIIlIllifiilillllh IIIIII�GI li1____UirirlifTjai9119rII,i1191i1jll��yi,lT lllli�li cl, ( (W� — I I All I1111,1161'� l';I i125III1111aPIO11f TJIiu'lli'h'li�'� YI i� �Iif1lfii'iil� 1911��i19� 19�ia,Ii�lll#II�IrpIl;9�i��il� ��II��II i" KM ROOM Jos A WAX Y 000+0 1106@AtGOCO. A9 000 Dlq-oill MRP TEEP MO %A Mos SA NookWA MO OA lbw OM A60 F F.: OM 1I19R8 CAA MN 261.000 Art W* YOIUNTARY 5EIS1IC UPGRADE FOR: RED DOT CORPORATION 745 ANDOVER PART( EAST TUAWYA, WA MWi Wok MbM xM1 WW1 Mk VIM Mill RDOf WING PUN MW S3 RECEIVED CITY OF TUKWIIA APR 1110i9 PERMIT CENTER C) City of Tukwila Department of Community Development April 23, 2019 STEVENUSS 4O5AND0VBRPARK EAST RE: Correction Letter # l DEVELOPMENT Permit Application Number D|A'O|ll Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected onyour drawings, |have enclosed oommentmfrom the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. ' ~ (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size \lx\7 toupreferably maximum size of24x36;all sheets shall bxthe same size; larger sizes may hcnegotiable. "New revised" plan sheets ohui| hcthe same size sheets usthose previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date ofsignature. Specifications that are prepared by or under the direct supervision of a licensee shall contain chcsua|/atump' signature of the |ionnsoo and the date of signature. ([ the "speoiOoudonn" prepared hyu licensee are uportion ofubound specification document that contains specifications other than that ofun engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to hcstamped and signed; Front page only will bcsufficient (W&C 196-23-0106L 196'23'028). &ohitects:°dotu" only not required (VV&C]O8'\2'O8\). (BUILDING REVIEW NOTES) |. Provide full size plan set sheets to scale. Reduced size sheets shall not be accepted. Z. Plan set sheets ohuU have each sheet stamped, signed and include date ofsignature by the engineer providing the plan set. See General information notes above. Note: Contingent onresponse to these corrections, further plan review may request for additional corrections. Please address the comments above inunitemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2)sets n[revised plan pucrcx specifications and/or other documentation bo resubmitted with the appropriate revision block. In order mbetter expedite your osubmitta|. u'Rev(oion Submittal Sheet' must accompany every resmbmhza . |ho,e enclosed one for your convenience. Corrections/rev is ions must be made in person and will not be accepted through the mail orhyumessenger service, i[you have any questions, ican bereached ou(2O6)4]3'7)65. 6300Som6centerBoulevard Suite #/00°Tukwila Washington 98}&9*Phone 206-43/'J670wFax 206-43/-3665 Rachelle Ripley Permit Technician File No. Di9-0I11 6300 Soz.thcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0111 DATE: 04/11/19 PROJECT NAME: RED DOT CORPORATION SITE ADDRESS: 745 ANDOVER PARK E X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 16 6°,y,iy,ing Division i Pub K\\* 1 V\ orks Fire Prevention Structural !\i‘ R- ql(iirt Planning Division Permit Coordinator E PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/16/19 Structural Review Required REVIEWER'S INITIALS: DATE: LI APPROVALS OR CORRECTIONS: DUE DATE: 05/14/19 Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 111 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire El Ping [D PW LJ Staff Initials: 12/18/2013 PERMIT COORD COP? PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0111 PROJECT NAME: RED DOT SITE ADDRESS: 745 ANDOVER PARK E Original Plan Submittal X Response to Correction Letter # 1 DATE: 04/22/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: i\v 0 Building Division Public Works ri Fire Prevention Structural r Planning Division' Permit Coordinator PRELIMINARY REVIEW: Not Applicable LJ (no approval/review required) REVIEWER'S INITIALS: DATE: DUE DATE: 05/23/19 DATE: 04/25/19 Structural Review Required APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire D Ping D PW 0 Staff Initials: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2•3 2-0/7 Plan Check/Permit Number: 17 El Response to Incomplete Letter le Response to Correction Letter # Revision # after Permit is Issued [1] Revision requested by a City Building Inspector or Plans Examiner LI Deferred Submittal # Project Name: Project Address: 4-/UO3vE_R PilkK Contact Person: C-0 'TA) b010°Ey Phone Number: Summary of Revision: M/4 1/014/U5 5C4L( W51-6AM-Toe_E. gED 4o T 71a 794522 RECEIVED CITY OF TUKWILA APR 2 3 2019 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin Received at the City of Tukwila Permit Center by: E] Entered in TRAKiT on ion WAPer mit Center1Temprates \ Forms \Revision Submittal Form doc Revised: August 2015 Homy. Espanol Coutact Search L&I Safety & Health Claims & Insurance Washington State Department of /Labor & Industries Index My I ,F,:z1 Workplace Rights Trades & Licen T J FARNAM CONSTRUCTION Owner or tradesperson Principals FARNAM, TIMOTHY J, OWNER Doing business as T J FARNAM CONSTRUCTION WA UBI No 600 482 046 PO BOX 66457 BURIEN, WA 98166 206-248-2003 KING County Business type Individual Governing persons LYNN ANN FARNAM TIMOTHY JAMES FARNAM: License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. TJFARC*178J6 Effective — expiration 04/26/1983— 04/25/2021 Bond Wesco Insurance Co $12,000.00 Bond account no 46WB020774 Received by L&I Effective date 03/2612013 04125/2013 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no, BIS00001111-11 Received by L&I Effective date 03/08/2019 04/25/2019 Expiration date 04/25/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts g Help us improve No L&I tax debts are recorded for this contra license during the previous 6 year period, but so may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp L&I Account ID 868,766-90 Doing business as T J FARNAM CONSTRUCTION Estimated workers reported Quarter 1 of Year 2019 "0" Workers L&I account contact TO 1 KRISTINE HATHAWAY (360)902-4811 - Email: HATK235@lnl.wa.gov Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Washington Stale Dept. of Labor & Industries. Use of ihis site is subject to the laws of the state of Washington. Help us improve CUSTOMER: KONECRANES- SITE ADDRESS: RED DOT 495 ANDOVER PARK E, SEATTLE, WA 98188 SCOPE OF WORK: 10 TON BRIDGE CRANE RUNWAY EXTENSION E- \- RAL T- Si 1 GENERAL 1. ALL BUILDING MATERIALS AND CONSTRUCTION SHALL CONFORM TO. THE IBC 2015, CURRENT WA BUILDING CODES INCLUDING ALL CURRENT AMENDMENTS AND OTHER LOCAL CODES AND SAFETY LAWS CURRENTLY IN FORCE. 2. MATERIALS 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS UNLESS NOTED OTHERWISE 3. EPDXY 4. GROUT CHANNELS, FLAT BAR AND ANGLES WIDE FLANGE SHAPES S BEAMS PLATES BOLTS NUTS FLAT WASHERS ANCHOR BOLTS TUBING ASTM A-36 A992 (Fy=50 ksi ) A-36 A-36 A325 A563 ASTM F 435 F1554-Grade 36 & GRADE 55 A-500 HILTI HIT-HY 200 HILTI RE-500 SD (ICC-ESR 2322) HILTI CB-G MG GROUT OR SIMILAR NON SHRINK GROUT 5. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH MINIMUM STRENGTH OF fc=4000 PSI AT 28 DAYS. SPECIAL INSPECTION IS REQUIRED AS PER SECTION 1704& 1705 IBC 2015 CEMENT SHALL BE TYPE 1 OR TYPE II CONFORMING TO ASTM C-150 6. REINFORCING STEEL ALL REINFORCING DEFORMED BARS NO 5 AND LARGER SHALL CONFORM TO ASTM A615, GRADE 60 AND NO. 4 AND SMALLER SHALL CONFORM TO ASTM A615 GRADE 40 MINIMUM CONCRETE COVER BETWEEN REINFORCING BARS AND FACE OF CONCRETE SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST EARTH FORMED CONCRETE SURFACE EXPOSED TO WEATHER OR EARTH 3" 2" REINFORCING BARS SHALL LAP 30 DIAMETERS MINIMUM AT SPLICE INLESS OTHERWISE SHOWN 7. ANCHOR ROD NUT INSTALLATION. ANCHOR ROD NUTS SHALL BE SNUG TIGHT. SEE 14-10 AISC ANCHOR ROD NUT INSTALLATION 8. SUBGRADE AND SUBBASE 1. COMPACT TOP 6" OF EXPOSED NATURAL GRADE AND ALL REQUIRED FILL TO 90% MAXIMUM DENSITY 2. ALL EXISTING NONCOMPACTED FILL SOILS AND DISTURBED NATURAL SOILS ARE TO BE EXCAVATED AND PROPERLY COMPACT 3. A FOUNDATION INVESITIGATION REPORT IS REQUIRED FOR ORGANIC CLAY. ALLOWABLE SOIL BEARING PRESSURE IS ASSUMED TO BE 1500PSF. ASSUMED ALLOWABLE SOIL BEARING PRESSURE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN AS ASSUMED, NOTIFY RAMSEY MACHINE SERVICES OF POSSIBLE FOUNDATION REDESIGN." 9. FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDER USING LOW HYDROGEN ELECTRODES. WELDING ELECTRODES SHALL BE TYPE E70XX 10. ALL BOLTED CONNECTIONS SHALL BE SNUG TIGHT SEE SECTION 8.1 RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS 11. CRANE RUNWAYS TO BE LOAD TESTED AT 125% OF RATED CAPACITY INDEX NOTES S1 PLAN VIEW S2. PLAN VIEW S3 SECTI❑N ELEVATI❑N S4 END ELEVATI❑N SD1 DETAILS SD2. DETAILS SD3 DETAILS LOADS / SECTION 1603,1,5 SPECIAL LOADS SEISMIC IMPORTANCE FACTOR I SEISMIC DESIGN CATEGORY. D BASIC SEISMIC FORCE RESISTING SYSTEM LONGITUDINAL FORCES RESISTED BY KNEE BRACES LATERAL DIRECTION INVERTED PENDULUM DESIGN BASE SHEAR LONGITUDINAL DIRECTION 7,17K LATERAL DIRECTION 2.03K SEISMIC MODIFICATION C❑EFFICIENT LONDITUDINAL DIRECTION R=1 LATERAL DIRECTION R=2 ANALYSIS' PROCEDURE EQUIVALENT LATERAL FORCE ANALYSIS (ASD) SEISMIC RISK CATEGORY II SITE CLASS D Sds = ,967 Shc = .541 S❑IL BEARING 1500 PSF (SEE NOTE ABOVE) SEPARATE PERMIT RE UIRED FOR: 1144 Mechanical d Electrical Plumbing El Gas Piping City of Tukwila BUILDING DIVISION FtL_ p orm't<[No•_. r piBfrewlew,approval is subject to errors,ana rfi MrAval of cat2s!C�+Ctlorjsocumepts does Iation,gt,a1111 agoeted.pgde or ndt�ltslWth?�r�Ze,i�e�alP, pr ed .1el0,C,,�oAr�r�� orafflll � IRii(It Av a REVISIONS No changes shall be made to the scope of work without prior approval of the Tukwila Building,Dwlslon: . NOTE: Revisions will require a new plan submittal and may include additional plan review. RECEIVED CITY OF TUKWILA APR 2 3 2019 PERMIT CENTER File: C:\Users\Kira Rarnsey\Droplbox\CUSTOMER JOB DESIGN BASE SHEAR LATERALLY=3,959 LONGITUDINALLY=7,039 10 TON WORKSTATION CRANE FOOTINGS REVISED rn 0 M <1 < 4 <1 co 0 z SPECIAL INSPECTIONS CIF APPLICABLE) MATERIALS PERIODIC INSPECTION CONTINUOUS INSPECTION REFERENCE• LOADS / SECTION 1603.1,8 SPECIAL LOADS FIELD WELDING Fillet Welds •< 5/16N xx ALL OTHER WELDS HIGH STRENGTH BOLTS XX MAX WHEEL LOADS (STATIC) = 12.387K INSPECT 'CONCRETE PLACEMENT FOR PROPER -APPLICATION TECHNIQUES. REINFORCEMENT AND VERIFYING . PLACEMENT XX XX 1908.6, 1908.7, 1908.8 1908,4 MAX WHEEL LOADS (W/ IMPACT) = 13.46K VERTICAL IMPACT FACTOR LATERAL LOADS =10% = 1.07K VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES XX 1908.9 LONGITUDINAL LOADS = 2.69K BRIDGE CRANE WGT. =6.611 K TROLLEY WGT. = 1.47K INSPECT FORMWORK XX ACI 318 VERIFY USE OF DESIGN MIX XX ACI 318 CHAPTER 19 PRIOR TO PLACEMENT FABRICATE SPECIMENS FOR STRENGTH TEST. PERFORM SLUMP AND AIR TEST AND DETERMINE TEMPERATURE OF CONCRETE C:\Users\Kim Ramsey\Dropbox\CUSTOMER CONSTRUCTION SET JOBS\QR\Red Dot\8662 XX 1908.10 TABLE 1.4.1-1 ITEM FIGURE OVERALL TOLERANCE MAXIMUM RATE OF CHANGE CRANE SPAN (L) MEASURED AT CRANE WHEEL CONTACT SURFACE L 5 50' A=�c L > 50' <_ 100' A = '/q° L > 100' A = K' I " IN 20' - U" -. • +, J n • • STRAIGHTNESS (B) +e S=%,, y" IN20'-0' _ -e ELEVATION ......1..,..._ TOP RUNNING SPAN L L»05100' ll=tX L > 100' D = tg" NIA . �W...• i i TRANSVERSE RAIL TO RAIL ELEVATION (D) avori TRANSVERSE GIRDER TO GIRDER ELEVATION UNDER RUNNING _,. �, SPAN L I RE I CODE EWE) FOR COMPLIANC (D) DRAWINGS PREPARED FOR: 0 IY • 0 U Uo Z Cig W a. Q >m J co (-) W •- m rnfl t,l.I Q U Z �. 0 =z J 0< <m O >- 0C%)a w att g a. 5 Z Q 0 Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:05 AM, SUBMITTAL SET, PROJECT: 8662 SHEET Y0320' City of Tukwila ILDING DIVISION EXISTING WALL 11 PLAN VIEW J 8/_3" (E) (E) 29' 4 NEW 9'-6' X 9'-3' X 2'-0' F❑OTING 3000 PSI CONCRETE WITH 9X # 7 REBAR BOTH WAY T & B 4X 1'1/4' F1554-55 ANCHORS 21' EMBED WITH 1' X 3 ' X 3 ' PLATE WELDED AT BOTTOM ADD NEW 48' X 7'-6' X 24' DEEP FOOTING 10X # 7 REBAR 6' EMBEDED INT❑ EXISTING FOOTIN.i TOP AND BOTTOMWITH HILTI HIT HY 200 EPDXY OR EQUIVALENT, 7 X # 6 REBAR EAST WEST DIRECTION T&B BOTH ENDS TYP, EXISTING 22' X 22' BASE PLATE, ANCHORS AND 7'-6' X 7'-6' X 2'-0'' F❑OTING WITH 9X # 6 REBAR BOTH WAYS EQUAL SPACING TOP AND BOTTOM N NEW 9'-3' X 9'-3' X 2'-3' F❑OTING 3000 PSI CONCRETE WITH 9X # 7 REBAR BOTH WAY T & B 4X 1 1/4' F1554-55 ANCHORS 21' EMBED_ WITH, 1' X 3 ' X 3 ' PLATE WELDED AT BOTTOM TYP. EXISTING 22' X 22' BASE PLATE, ANCHORS AND 7'-6' X 7'-6' X 2'-0' FOOTING WITH 9X # 6 REBAR BOTH WAYS EQUAL SPACING TOP AND BOTTOM ADD NEW 48' X 7'-6' X 24' DEEP FOOTING 10X # 7 REBAR 6' EMBEDED INT❑ EXISTING F❑OTII\G TOP AND BOTTOM WITH HILTI HIT HY 200 EPDXY OR EQUIVALENT. 7 X # 6 REBAR EAST WEST DIRECTION T&B BOTH ENDS 44'-6" 40' // RECEIVED CITY OF TUKWILA APR 2 3 2019 PERMIT GEM ER SCALE4 -REVIEWED FOR CODE COMPLIANCE APPROVED 10 TON BRIDGE CRANE RUNWAY A! I FOOTINGS REVISED 3-30-19 DATE z DESIGNED: K,L, RAMSEY DRAWN: CHECKED: cm c� N co w 0 r„, D. 44,.: NO. CO25043 Exp.i2-31 DRAWINGS PREPARED FOR: KONECRANES - RED DOT SEATTLE, WA DRAWINGS PREPARED BY: RAMSEY MACHINE SERVICES, INC. 22845 SAVI RANCH, YORBA LINDA, CA 92887 CSLB 828496 LA FABRICATOR 2040 { PROJECT: 8662 SHEET Si C:\Users\Kim Ramsey\Dropbox\CUSTOMER JOBS\QR\Red Dot\8662- Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:08 AM, SUBMITTAL SET, CONSTRUCTION SET MAY 032019 City of Tukwila BUILDING DIVISION EXISTING WALL 8' 8,-3„ (E) W18 x 76-C15 x 33,9 x 40' TYP, W18 X 76 -C15 X 33,9 CAP CHANNEL RUNWAY BEAM r PLAN VIEW FRAMING TYP, 30# ASCE RAIL 29' W30 x 99 - C15 x 33,9 x 43'-6" TYP, 30# ASCE RAIL -TYP, W18 X 76 -C15 X 33,9 CAP CHANNEL RUNWAY BEAM TYP, W18 X 76 -C15 X 33,9 CAP CHANNEL RUNWAY BEAM 44' 6" CBS RECEIVED CITY OF TUKWIL A APR232019 PERMIT CENTER --3I1AVEIVED FOR CODE COMPLIANCE APPROVED MAY 03 2019 10 TON BRIDGE CRANE RUNWAY aI I FOOTINGS REVISED 3-30-19 W Q 0 4] a 4 g DESIGNED: K.L. RAMSEY DRAWN: CHECKED: 0) N M w F Q 0 I 10FESS!o// ,�F Q1 g � S HFf� '� NO, Exp. 12-31 * sT CIv'1\ \�lf DRAWINGS PREPARED FOR: KONECRANES RED DOT SEATTLE, WA DRAWINGS PREPARED BY: RAMSEY MACHINE SERVICES, INC. 22845 SAVI RANCH, YORBA LINDA, CA 92887 CSLB 828496 LA FABRICATOR 2040 PROJECT: 8662 SHEET S2 C:\Users\Kim Ramsey\Dropbox\CUSTOMER - JOBS\QR\Red Dot\8662- Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:13 AM, SUBMITTAL SET, CONSTRUCTION SET City of Tukwila BUILDING DIVISION EXISTING WALL 5' 2' 3'-0 { 1' 2' ru TYP. 3-1/2' X 3-1/2' X �a DOUBLE ANGLE WITH YE2' PLATE AND 2X 3/'" A325 BOLTS EACH END TYP, W18 X 76 COLUMNS 1'-2' I ODSECTION ELEVATION 00 1 SD2 2'-92' RECEIVED CITY OF TUKWILA APR 2 3 2019 PERMIT CENTER CAL -vlEWED FCOR CODE COMPLIANCE APPROVED MAY 032019 10 TON BRIDGECRANERUNWAY oI FOOTINGS REVISED 0) o I M 1- p I a a DESIGNED: K.L. RAMSEY DRAWN: CHECKED: Q) P �D N ca) di d 0 l 'PNEa.)ye,;t` NO. CO25043 Exp. 12-31 1 DRAWINGS PREPARED FOR: KONECRANES - RED DOT SEATTLE, WA DRAWINGS PREPARED BY: RAMSEY MACHINE SERVICES, INC. 22845 SAVI RANCH, YORBA LINDA, CA 92887 CSLB 828496 LA FABRICATOR 2040 PROJECT:8662 SHEET S3 . C:\Users\Kim Ramsey\Dropbox\CUSTOMER - JOBS\QR\Red Dot\8662- Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:18 AM, SUBMITTAL SET, CONSTRUCTION SET City of Tukwila BUILDING DIVISION 40' TYP,�-- LOWEST P❑INT 22'-5" ri TOP OF RAIL 18'-84 2'-3 3,-42„ 28" 0 J MAX HOOK HEIGHT 17'-77/8" 3'-18 9'-6 C11 SECTION ELEVATION TYP. 30# ASCE RAIL TYP. %2" PLATE STIFFENERS CENTERED LIVER COLUMNS TYP, 4X 3/4"0 A325 BOLTS ON BEAM GAGE BENT OF RUNWAY BEAM 16'-11" C:\Users\Kim Ramsey\Dropbox\CUSTOMER - JOBS\QR\Red Dot\8662- Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:23 AM, SUBMITTAL SET, CONSTRUCTION • SET RECEIVED CITY OF TUKWILA APR 2 3 2019 PERMIT CENTER EVI LIVED FOR ='2 C.:COMPLIANCE APPROVED MAY 032019 City of Tukwila BUILDING DIVISION 10 TON BRIDGE CRANE RUNWAY FOOTINGS REVISED a 0 M 1 DATE aaaaz DESIGNED: K.L. RAMSEY DRAWN: CHECKED: a) N CI) w 0 c�aQNS B. Sife; y NO. „, CO25043 a Exp. 12-3 7 DRAWINGS PREPARED FOR:• KONECRANES -.RED DOT SEATTLE, WA • DRAWINGS PREPARED BY: RAMSEY.MACHINE SERVICES, INC. 22845 SAVI RANCH, YORBA LINDA,CA 92887 CSLB 828496 LA FABRICATOR 2040 PROJECT: 8662 SHEET S4 • TYP. 9X # 7 REBAR B.W. & T.B. TYP A\CH❑R 11/4„ 0 1554-55 ANCHORS 23 1/2" r1/,I I�14 yd 33/4„ o 1--3ve TYP. TYP. 1 i" F1554-55 ANCHOR 21" EMBEDMENT SEE ENLARGED ANCHOR DETAIL } 2'-3" � 1 FOOTING DETAIL GRID LINE 3 '-10" 9'-3" SCALE 1:1 0000 0000 TYP, 4X i'0 A325 BOLTS ON BEAM GAGE 'X17'X20'PL. W18 X 76—C15 X 33.9 RUNWAY BEAM 3i'X3''X ' DOUBLE ANGLE X 5'-66' TYP. h' PLATE 3'-8' CONNECTION / SPLICE DETAIL C:\Users\Kim Ramsey\Dropbox\CUSTOMER - JOBS\QR\Red Dot\8662- Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:28 AM, SUBMITTAL SET, CONSTRUCTION SET TYP.3/4' X 3' PL. N.S.& F.S. WITH 4X i'fd A325 BOLTS TYP. a' PL. N.S.& F.S. WITH 6X i'O A325 BOLTS 2X i'b A325 BOLTS N.S. & F.S. ON BEAM GAGE W30 X 99—C15 X 33.9 RUNWAY BEAM TYP. .' PLATE 3'-11' 3 'X3h'X ' DOUBLE ANGLE X 4'-2' RECEIVED CITY OF TUKWILA APR 2 3 2019 PERMIT CENTER �REVIEVVED 1=UR CODE COMPLIANCE APPROVED MAY 032019 City of Tukwila BUILDING DIVISION LE 1:1 1 1\ 1 10 TON BRIDGE CRANE RUNWAY A FOOTINGS REVISED 0) i 0 I M DATE 41 a a g DESIGNED: K.L. RAMSEY CHECKED:. 0) ccg g w 1- 0 0 NO. G CO25043 Exp.t2-31 DRAWINGS PREPARED FOR: KONECRANES - RED DOT SEATTLE, WA DRAWINGS PREPARED BY: RAMSEY MACHINE SERVICES, INC. 22845 SAVI RANCH, YORBA LINDA, CA 92887 CSLB 828496 LA FABRICATOR 2040 PROJECT: 8662 SHEET SD1 TYP, 9X # 7 REBAR 3,W, & T.B. CL. TYP, 9X # 7 RE AR T,B, TYP 9 BARS N & S DIRECTI❑\ ,LEAK 3„. 2" n n n TYP, 2" ❑,a X 1 k I,D, TUBING TYP, z PLATE 2 6." X 5" TYP 1" F1554-55 ANCHOR 16" EMBEDMENT HILTI HIT RE 500 EPDXY C\ FOOTING DETAIL GRID LINE 2 (E) 3,_9„ TYP, Evl 3E TYP, (E) ANCHOR 6" -10" 2 5/16, -10" TYP. TYP, z" PLATE 7/_6„ REVIEWED FOR CODE COMPLIANCE APPROVED MAY 03 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR232019 "ERMIT CENTER SCALE 1:1 10 TON BRIDGE CRANE RUNWAY A I FOOTINGS REVISED 0, i 0 M 1 DATE a a Z DESIGNED: K.L. RAMSEY CHECKED: rn N' g Q 1t!I A DRAWINGS PREPARED FOR: KONECRANES - RED DOT SEATTLE, WA DRAWINGS PREPARED BY: RAMSEY MACHINE SERVICES, INC. 22845 SAVI RANCH, YORBA LINDA, CA 92887 CSLB 828496 LA FABRICATOR 2040 PROJECT: 8662 SHEET SD2. C:\Users\Kim Ramsey\Dropbox\CUSTOMER - JOBS\QR\Red Dot\8662- Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:33 AM, SUBMITTAL SET, CONSTRUCTION SET TYP, 9X # 7 REBAR B.W. & T,B, T A \ 23 1/2" 17 3 %4" o 3/4„ R 1%4."o 1554-55 ANCH RS 5/16 TYP. TYP. 1 4" F1554-55 ANCHOR 21" EMBEDMENT SEE ENLARGED ANCHOR DETAIL ODFOOTING DETAIL GRID LINE 2 -10" 4 9'-6" RECEIVED CITY OF TUKWILA APR232019 REVIEINE-P CODE COMPLIA APPROVED MAY 03 2019 City of Tukwila LDING-DIVISION ENTER 10 TON BRIDGE CRANE RUNWAY 6I FOOTINGS REVISED 0. a M I M DATE 4 a DESIGNED: K,L, RAMSEY 0 a W Y U 2' U 0, N M lil Q O N t'% ��b3 r <.G\NEER c.'; N ?.. 5� J �` • o M v 311 DRAWINGS PREPARED FOR: KONECRANES - RED DOT SEATTLE, WA DRAWINGS PREPARED BY: RAMSEY MACHINE SERVICES, INC. 22845 SAVI RANCH, YORBA LINDA, CA 92887 CSLB 828496 LA FABRICATOR 2040 PROJECT: 8662 SHEET ' • SD3 : C:\Users\Kim Ramsey\Dropbox\CUSTOMER - JOBS\QR\Red Dot\8662- Red Dot Extension\Approval\APPROVAL DRAWING.dwg, 4/19/2019 10:23:38 AM, SUBMITTAL SET, CONSTRUCTION SET