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HomeMy WebLinkAboutPermit D17-0106 - MUSEUM OF FLIGHT - BLUE ANGEL PEDESTALMUSEUM OF FLIGHT - PEDESTAL 9404 E MARGINAL WAY S D17-0106 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov DEVELOPMENT PERMIT 5729800020 Permit Number: 9404 E MARGINAL WAY S Issue Date: Permit Expires On: Project Name: MUSEUM OF FLIGHT- PEDESTAL D17-0106 6/13/2017 12/10/2017 Owner: Name: Address: Contact Person: Name: Address: MUSEUM OF FLIGHT FOUNDATION 9404 E MARGINAL WAY S , SEATTLE, WA, 98108 ELIAS GARDNER 110 UNION STREET, STE 300, SEATTLE, WA, 98101 Contractor: Name: SELLEN CONSTR CO INC Address: PO BOX 9970 , SEATTLE, WA, 98109 License No: SELLEC*372ND Lender: Name: MUSEUM OF FLIGHT FOUNDATION Address: 9404 E MARGINAL WAY S , SEATTLE, WA, 98108 Phone: (206) 973-1685 Phone: (206) 682-7770 Expiration Date: 6/1/2019 DESCRIPTION OF WORK: INSTALLATION OF A SUPPORT PEDESTAL AND FOOTING FOR A MOUNTED EXHIBIT BLUE ANGEL F/A -18 AIRCRAFT ON THE EXISTING SOUTH ENTRY LAWN OF THE MUSEUM OF FLIGHT, AND THE REMOVAL OF EXISTING FLAGPOLES Project Valuation: $186,900.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $4,173.28 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: (' (?-17 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local s egulatin c nstruct'. or taae performance of work. I am authorized to sign and obtain this developme pe�� and a ree to th .ndi ins attached to this permit. Signature: Print Name: Date: ` 3 , + This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. C� D 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: 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. 11: ***PUBLIC WORKS PERMIT CONDITIONS*** 12: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 21: All work shall be performed in accordance with the Museum of Flight FA -18 Hornet Foundation Project geotechnical recommendations prepared by GeoEngineers dated April 19, 2017. 13: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 22: Utilities inside the private property shall be potholed to avoid any conflict with pedestal foundation. Applicant shall submit a Traffic Control plan to Dave Stuckle, Public Works Inspector, phone 206 433-0179 minimum 48 hours prior to any traffic lane closure. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 15: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 16: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 23: Applicant shall obtain a separate City of Tukwila Electrical Permit for any electrical work associated with this project. 17: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 20: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5200 EROSION MEASURES 0201 FOOTING 0409 FRAMING 4037 SI -CAST -IN-PLACE 4036 SI -DRIVEN DEEP FOUND 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 5100 STREET USE CITY OF TUKI A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pert No. . pI ('- Project No. Date Application Accepted: 14'2A 1 Date Application Expires: ID vl (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: 9404 East Marginal Way South Tenant Name: The Museum of Flight PQ�i{i &c -h` PROPERTY OWNER Name: Elias Gardner, SRG Partnership Name: Museum of Flight Foundation City: Seattle State: WA Zip: 98101 Address: 9404 East Marginal Way South Email: egardner@srgpartnership.com City: Seattle State: WA Zip: 98108 CONTACT PERSON — person receiving all project communication Name: Elias Gardner, SRG Partnership Address: 110 Union Street, Suite 300 City: Seattle State: WA Zip: 98101 Phone: (206) 973-1685 Fax: (206) 973-1701 Email: egardner@srgpartnership.com GENERAL CONTRACTOR INFORMATION Company Name: To Be Determined by Client Address: Address: 1301 Fifth Avenue, Suite 3200 Architect Name: Aaron Pleskac Phone: (206) 292-1200 Fax: (206) 292-1201 City: State: City: Seattle State: WA Zip: Phone: Fax: Email: apleskac@srgpartnership.com Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 332404-9019 Suite Number: Floor: New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: Magnusson Klemencic Associates Company Name: SRG Partnership Address: 1301 Fifth Avenue, Suite 3200 Architect Name: Aaron Pleskac Phone: (206) 292-1200 Fax: (206) 292-1201 Address: 110 Union Street; Suite 300 City: Seattle State: WA Zip: 98101 Phone: (206) 973-1681 Fax: (206) 973-1701 Email: apleskac@srgpartnership.com . ENGINEER OF RECORD Company Name: Magnusson Klemencic Associates Engineer Name: Robert P. Baxter Address: 1301 Fifth Avenue, Suite 3200 City: Seattle State: WA Zip: 98101. Phone: (206) 292-1200 Fax: (206) 292-1201 Email: rbaxter@mka.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Museum of Flight Foundation Address: 9404 East Marginal Way South City: Seattle State: WA Zip: 98108 Pan 1 of 4 BUILDING PERMIT iNFORMATIOr206-431-3670 Valuation of Project (contractor's bid price): $ 186,600 Existing Building Valuation: $ 94,724,600 Describe the scope of work -(please provide detailed information): Installation of a support pedestal and footing for a mounted exhibit Blue Angel F/A-18 aircraft on the existing south entry lawn of the Museum of Flight, and the removal of existing flagpoles. Will there be new rack storage? ❑ Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 1Z1 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? 0 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:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: Aueust 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 1,500 2nd Floor. 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: Compact: Handicap: Will there be a change in use? ❑ Yes 1Z1 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? 0 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:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: Aueust 2011 bh Page 2 of 4 Pt BLIC WORKS PERMIT INFO`4ATION — 206-433-0179 Scope of Work (please provide detailed information): n/a Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District 0 ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑...Valley View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. 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): ❑...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) El ...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 0 .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ® ...Total Cut 1,386 cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization LI ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ .:.Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # 0 ...Water Only Meter Size " WO # ❑ Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ 0 ...Water Main Extension Public , 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line 6" ® ...Water Number of Public Fire Hydrant(s) ® ...Sewer. 0 ...Sewage Treatment Monthly Service Billing to: Name: Museum of Flight Foundation 9 Day Telephone: (206) 764-5720 Mailing Address: 9404 East Marginal Way South Seattle WA 98108 City State Zip Water Meter Refund/Billing: Name: Museum of Flight FoundationDay Telephone: (206) 764-5720 Mailing Address: 9404 East Marginal Way South Seattle WA 98108 CityState Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.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 one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition): I HEREBY CERTIFY THAT IHAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUT ORIZED AGENT: Signature: Print Name: Elias Gardner Mailing Address: 110 Union Street; Suite 300 H:\Applications\Forms-Applications On Line \201 I Applications\Pcrmit Application Revised - 84-1 I.docs Revised: August 2011 bh Date: 04/19/2017 Day Telephone: (206) 973-1685 Seattle WA 98101 City State • Zip Page 4 of 4 .Cash'Register Receipt ,v. City of Tukwila DESCRIPTIONS PermitTRAK '" `,, r . _,''' I ACCOUNT - i R!' 2 , .. I QUANTITY :' PAID -KP y :f� a•. -$2,68„. 0.80; D17-0106 Address: 9404.E'MARGINAL WAY S, "" Apn 5729800020 r: ,• $2,680 80, DEVELOPMENT t :' ' x, 4, • $2,300,62 PERMIT FEE R000.322.100.00.00 0.00 $2,296.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 } 'PUBLIC WORKS �,, ,+ : :-, $265,00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $7.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $7.50 TECHNOLOGY FEE �" r' .r s` :,�, ' $115.18 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11705' R000.322.900.04.00 0.00 $115.18 $2,680.80 Date Paid: Tuesday, June 13, 2017 Paid By: MUSEUM OF FLIGHT FOUNDATION Pay Method: CHECK 92353 Printed: Tuesday, June 13, 2017 1:26 PM 1 of 1 CalliWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,492.48 D17-0106 Address: 9404 E MARGINAL WAY S Apn: 5729800020 $1,492.48 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11327 R000.345.830.00.00 0.00 $1,492.48 $1,492.48 $1,492.48 Date Paid: Friday, April 21, 2017 Paid By: MUSEUM OF FLIGHT Pay Method: CHECK 91414 Printed: Friday, April 21, 2017 12:11 PM 1 of 1 ClSYSTEMS 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 Project: 116/W) 61C ; i `d Typc,of Inspection: 1 U) t i) ii✓& /AilAt Address: gyctj ri34 Lay S Date Called: Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Car/I P wrrr v7 7Z//<L J/LA- d& D/'Pf372.i °r14c i /N.5 fE� 7c' Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. GEOENGINEERS:..0 F <. 1. Mie 8410 154th Avenue NE, Redmond, WA 98052, Telephone: 425.861.6000, Fax: 425.861.6050 To: Chris Mailander, Museum of Flight From: Nancy L. Tochko, PE and Debra C. Overbay, PE Date: April 19, 2017 File: 8039-011-00 Subject: Museum of Flight FA -18 Hornet Foundation Project Geotechnical Recommendations Memorandum www.geoengineers.com INTRODUCTION This memorandum presents our geotechnical conclusions and recommendations related to the proposed foundation to support an FA -18 Hornet jet at the entry to the museum. Based on information provided by Magnusson Klemencic Associates (MKA), we understand that the foundation to support displaying the FA -18 Hornet will be about 16 feet wide by 28 feet long, such that the overall bearing pressure across the foundation will be less than 500 pounds per square foot (psf). SITE CONDITIONS Surface Conditions The foundation is planned to be located behind the main sign for the Museum of Flight (Museum) at the entrance at South 96th Place. The area is level and covered with grass. Existing utilities in the area include a sanitary sewer, an electric line, and a gas line. Subsurface Conditions Based on explorations completed for the pedestrian bridge and explorations completed by others for the original museum building, and based on our observations of subsurface conditions exposed in excavations completed for the pedestrian bridge and the Space Gallery, we anticipate that subsurface conditions will consist of loose -to medium dense sand with possible thin layers of soft to medium stiff silt. Utility backfill from the installation of the sanitary sewer line might also be exposed. Groundwater in this area is typically at a depth of 10 feet or deeper. CONCLUSIONS AND RECOMMENDATIONS Seismic Design Considerations We understand that wind loads will likely control the design of the foundation. However, the seismic criteria we presented for the new Covered Airpark in our report dated November 17, 2014 ar@l..' 'ble for this CITY OF TKWILA "VIEWED FOR CODE COMPLIANCE APPROVED MAY 162011 City of Tukwila BUILDING DIVISION APR 2 1 2017 PERMIT CENTER 1?I1'OIlke Memorandum to Museum of Flight April 19, 2017 Page 2 Foundation Support Shallow foundation support for the airplane is currently planned. This type of support is susceptible to settlement if liquefaction of the underlying loose sand deposits were to occur during a large earthquake. We understand that the Museum is aware of and accepts this risk. We recommend that the foundation be founded on at least 2 feet of structural fill. If soft to medium stiff silt is exposed along the bottom of the excavation, we recommend that a woven geotextile fabric such as Mirafi 500X be placed between the exposed soil and the new structural fill. The fabric will aid as a separation layer between the silt soil and the structural fill. The zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the thickness of the fillwhere possible. All loose or disturbed soil must be removed prior to placing the structural fill pad. A long-term allowable soil bearing pressure of 500 psf may be used to design the foundation. A short-term allowable soil bearing pressure of 1,000 psf may be used for edge pressure or in considering short-term loads such as wind or seismic forces. These bearing pressures apply to the sum of all dead plus long-term live loads, excluding the weight of the footing and any overlying backfill. Foundation settlement for these support conditions under static loads is estimated to be on the order of 1/2 to 3/4 inch. Foundation settlements if liquefaction occurs could be as high as 6 to 9 inches. Lateral Resistance Lateral loads can be resisted by passive resistance on the sides of the footings and by friction on the base of the footings. Passive resistance should be evaluated using an equivalent fluid density of 300 pounds per cubic foot (pcf) where footings are surrounded by structural fill compacted to at least 95 percent of maximum dry density (MDD), as recommended. The structural fill should extend out at least a distance equal to two and one-half times the depth of the foundation element from its face. A passive pressure of 250 pcf should be used if the footing is poured directly against existing fill or native soils. These values also assume the ground surface in front of the footing will be level for a horizontal distance equal to at least two times the depth of the footing. If soils adjacent to footings are disturbed during construction, the disturbed soils must be recompacted, otherwise the lateral passive resistance value must be reduced. Resistance to passive pressure should be calculated below a depth of 1 foot assuming the adjacent area is unpaved. Frictional resistance can be evaluated using 0.40 for the coefficient of base friction against a footing which is underlain by structural fill. The above values incorporate a factor of safety of about 1.5. Earthwork and Structural Fill Excavation Considerations The near -surface soils encountered in the explorations typically consist of sand with variable amounts of silt, and silt. We anticipate that these soils can be excavated with conventional excavation equipment such as backhoes, trackhoes and dozers. GeoEngineers, Inc. File No. 8039-011-00 Memorandum to Museum of Flight April 19, 2017 Page 3 Temporary Cut Slopes All temporary cut slopes and shoring must comply with the provisions of Title 296 Washington Administrative Code (WAC), Part N, "Excavation, Trenching and Shoring." The contractor performing the work has the primary responsibility for protection of workers and adjacent improvements. We recommend temporary cut slope inclinations of 11H:1V (horizontal to vertical) in the existing fill or alluvial deposits encountered at the site. Some caving/sloughing of the cut slopes may occur at this inclination. The inclination may need to be flattened by the contractor if significant caving/sloughing occurs. These cut slope recommendations apply to fully dewatered conditions. For open cuts at the site, we recommend that: ■ no traffic, construction equipment, stockpiles or building supplies be allowed at the top of the cut slopes within a distance of at least 5 feet from the top of the cut; ■ exposed soil along the slope be protected from surface erosion using waterproof tarps or plastic sheeting; ■ construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable; • erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable; • surface water be diverted away from the excavation; and is the general condition of the slopes be observed periodically by GeoEngineers to confirm adequate stability. Because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. The contractor should take all necessary steps to ensure the safety of the workers near slopes. Subgrade Preparation The on-site soils likely contain a significant amount of fines (silt) and are moisture -sensitive. Operation of equipment on these exposed soils will be difficult under wet conditions. Disturbance of shallow subgrade soils should be expected if subgrade preparation work is done during periods of wet weather. We anticipate that either existing sand fill or native silt and sand will be exposed across the excavation. If sand or granular fill is exposed, we recommend recompacting the exposed footing subgrade to a dense and unyielding condition. If silt is exposed, as discussed above we recommend that a woven geotextile be placed across the subgrade after all loose soil removed. We anticipate that the depth of the excavation required for the foundation will generally be above the water table. Perched groundwater may be encountered if work takes place during or immediately after extended wet weather. We anticipate that the perched water can be handled during construction by sump pumping, as necessary. All collected water should be routed to suitable discharge points. GeoEngineers, Inc. File No. 8039-011-00 Memorandum to Museum of Flight April 19, 2017 Page 4 Structural Fill Structural fill to support the foundation should meet the criteria for common borrow as described in Section 9- 03.14(3) of the 2016 Washington State Department of Transportation (WSDOT) Standard Specifications. Common borrow will be suitable for use as structural fill during dry weather conditions only. If structural fill is placed during wet weather, the structural fill should consist of gravel borrow as described in Section 9-03.14(1) of the WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent. Alternatively, the structural fill can consist of recycled concrete or crushed rock base course in conformance with Section 9-03.9(3) of the WSDOT Standard Specifications. Structural fill placed to support the foundation should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. Structural fill should be placed in loose lifts not exceeding 8 to 10 inches in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. We recommend that a representative from our firm be present to evaluate the excavation for the foundation footing, and during placement of structural fill. Our representative will evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture -density tests inthe fill to evaluate if the work is being done in accordance with the compaction specifications, and advise on any modifications to procedure that may be appropriate for the prevailing conditions. NLT:DCO:nld Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. GeoEngineers, Inc. File No. 8039-011-00 FILM STRUCTURAL CALCULATIONS F/A-18 Pedestal Museum of Flight Tukwila, Washington REVIEWED FOR 'CODE COMPLIANCE APPROVED MAY 16 2017 City of Tukwila BUILDING DIVISION April 19, 2017 D17--6 I0 OcP MAY 13,201S RECEIVED CITY OF TUKWILA APR 212011 1 PERMIT CENT N U S S ON KLEMENCIC ASSOCIATES Structural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 MAGNUSSON fl KLEMENCIC ASSOCIATES C MUSEUM OF FLIGHT PEDESTAL -MOUNTED F/A-18 The Museum of Flight is located in Tukwila, Washington, at 9404 East Marginal Way S. The current project involves the construction of a pedestal to support the Museum's F/A-18 "Blue Angels" aircraft at the southwest corner of the site, at the intersection of E Marginal Way S and S 96th Place. At this time structural systems are under development. The preliminary design of these systems is summarized below: FOUNDATION The foundation consists of a spread footing foundation, estimated to be 12" to 18" thick and approximately 20ft x 20ft in plan. Net bearing pressures are anticipated to be low, not exceeding 200psf long-term and 500psf short-term. Preliminary geotechnical review of existing reports for the site indicates that this should be attainable, with a possible requirement for overexcavation and backfill with structural fill. Foundation design is controlled by uplift under wind, so the top of foundation will be 12" to 24" below grade with topping soil used to resist uplift. A factor of safety of 1.5 against overturning is targeted. Given the low bearing pressures, the foundation loads are not anticipated to adversely affect deeply buried utilities that may run below. PEDESTAL The pedestal will consist of a steel section cantilevered from the foundation. At this stage two options are being considered: a square HSS section with a steel architectural shroud, and a built-up curved steel section profiled per architectural requirements. CONNECTION TO AIRCRAFT The Museum will furnish the aircraft with a mounting plate attached, and the details of the connection to the pedestal will be dependent on the mounting plate provided. At this time the specifics of the mounting plate are not known, however a steel -to -steel plate connection with a ring of through -bolts is anticipated. BUILDING CODES The project is designed in accordance with the following building and material codes: BUILDING CODE Washington State Building Code, with reference to • International Building Code, 2015 Edition (IBC 2015) • State of Washington amendments to IBC 2015 • American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, 2010 Edition (ASCE 7-10) Basis of Design Museum of Flight Pedestal -Mounted F/A-18, Tukwila, Washington PTIPINNE11 MAGNUSSON n KLEMENCIC ASSOCIATES G MATERIAL CODES ■ Reinforced Concrete: American Concrete Institute, Building Code Requirements for Structural Concrete and Commentary, 201 1 Edition (ACI 318-1 1). • Structural Steel: American Institute of Steel Construction, Specification for Structural Steel Buildings, 2010 Edition, AISC 360. LOADING CRITERIA A summary of the project -specific loading criteria follows. This loading meets or exceeds the requirements of the IBC, adapted as necessary for this non -building structure, and incorporates loading requirements specific to this project. RISK CLASSIFICATION The aircraft is not intended to function as a shelter. It will pose a low risk to human life in the event of a failure. Table 1. Risk Category Parameter Value Risk Category 1 GRAVITY LOADING The pedestal and foundation will be designed based on the actual weight of the aircraft. The Museum will precisely weigh the F/A-18 as part of determining the Centre of Gravity for locating the mounting plate. Pending this precise measurement, the aircraft weight is assumed to not exceed 20,000#. SNOW DESIGN CRITERIA Snow loading is in accordance with the IBC and ASCE 7-10 requirements. Basis of Design Table 2. Snow Design Criteria Parameter Value Ground Snow Load (P) 20 psf Terrain Category C Exposure Partially Exposed Museum of Flight Pedestal -Mounted F/A-18, Tukwila, Washington MAGNUSSON n KLEMENCIC ASSOCIATES 0 Parameter Value Snow Exposure Factor (C) 1.0 Thermal Factor (C) 1.2 Importance Factor (id 0.8 Flat Roof Snow Load (P) 20 psf The flat roof snow load of 20psf based on a regional design value of 25psf multiplied by Is, and exceeds the value calculated per ASCE 7-10 section 7.3.4. The aircraft will be pitched and banked steeply and should shed snow accordingly. Reduction of snow load as appropriate for slippery unobstructed sloped roofs will be considered once the final aircraft orientation is known. WIND DESIGN CRITERIA Wind loading is in accordance with the IBC and ASCE 7-10 requirements. Design will be per Chapter 29 of ASCE 7-10, "Wind Loads on Structures and other Building Appurtenances". Table 3. Wind Design Criteria Parameter Value Basic Wind Speed, 3 -second gust (VJ 100 mph Exposure C Design Height h 33 ft Categorization "Solid Freestanding Walls & Solid Freestanding Signs" Reference Figure 29.4-1 Wind loads provided by the Museum based on the specific aerodynamic properties of the aircraft may be considered in the final design. Basis of Design Museum of Flight Pedestal -Mounted F/A-18, Tukwila, Washington MAGNUSSON n KLEMENCIC ASSOCIATES O SEISMIC DESIGN CRITERIA Seismic loads are in accordance with the IBC and ASCE 7-10 requirements. Design will be per Chapter 15 of ASCE 7-10, "Seismic Design Requirements for Nonbuilding Structures". Site seismic parameters are based on the report for the adjacent Museum of Flight Covered Airpark, by GeoEngineers, Nov 2014. Table 4. Seismic Design Criteria Parameter Value Building Location 47.517°N, 122.297°W Importance Factor (/6) 1 .0 Seismic Response Analysis Type Site-specific Spectral Response Coefficients SM5 = 1.091, Sas. = 0.727 Nonbuilding structure type Inverted Pendulum Type Structures Response Modification Coefficient (R) 2 Seismic Response Coefficient Cy = 0.364 Design Base Shear V= 7273 lbs (based on assumed weight) Analysis Procedure Used Equivalent Lateral Force Analysis MATERIALS The material properties used for the design include the following: Table 5. Structural Steel Properties Member Standard, Strength Square or Rectangular Hollow Sections ASTM A500, Grade B, F, = 46 ksi Miscellaneous Plates and Connection Material ASTM A572, F, = 50 ksi High -Strength Bolts 7/8" diameter and smaller 1" diameter and larger ASTM A325 ASTM A490 Basis of Design Museum of Flight Pedestal -Mounted F/A-18, Tukwila, Washington MAGNUSSON II KLEMENCIC 11 ASSOCIATES a Table 6. Concrete Properties Member Strength* Slab on Ground, Sidewalks, Curbs, Mechanical Pads . f', = 4.0 ksi Footings fc = 5.0 ksi *28 -day strength, unless noted otherwise. Table 7. Reinforcement Properties Standard Strength ASTM A615, Grade 60 fy =60 ksi Basis of Design Museum of Flight Pedestal -Mounted F/A-18, Tukwila, Washington 5 D Design Sheet PROJECT SHEET 1 MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers LOCATION Winw 'DENAtOzs Rkslo. cale �fQ(� aitcta4- CLIENT DATE Vbasz= loOmpin Sale C okth e wick gam area 24 cc r ,0 • BY • S ' ?se c(3 2�• Li- I V all &A«ks., mwc. 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QERMIT CORD COPY Cl PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0106 DATE: 04/26/17 PROJECT NAME: MUSEUM OF FLIGHT - PEDASTAL SITE ADDRESS: 9404 E MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ?C& 1r Building Divisi n, I(\)S AIAR, 4(7 ,4 Public Works Mv\r pr LI Fire Prevention Structural Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 04/27/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 05/25/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 SELLEN CONSTR CO INC Home Espanol Contact Search L&I Page 1 of 6 A -Z Index Help My LAM Safety & Health Claims & Insurance Workplace Rights Trades & Licensing 10 Washington State Department of Labor & Industries SELLEN CONSTR CO INC Owner or tradesperson BADGER, WILLIAM B Principals BADGER, WILLIAM B WAINHOUSE, WILFRED T, VICE PRESIDENT REDMAN, SCOTT B, VICE PRESIDENT AVERY, JOHN N (JACK), TREASURER MCCLESKEY, ROBERT P, PRESIDENT (End: 06/02/2017) REDMAN, RICHARD C, VICE PRESIDENT (End: 06/02/2017) BARRETT, ROBERT E, VICE PRESIDENT (End: 06/02/2017) BOYESON, WILLIAM R, VICE PRESIDENT (End: 06/02/2017) DICKERT, DENNIS A, VICE PRESIDENT (End: 06/02/2017) CARLSON, LORI L, VICE PRESIDENT (End: 06/02/2017) HAFENBRACK, CHARLES, VICE PRESIDENT (End: 06/02/2017) NULPH, KURT F, SECRETARY (End: 06/02/2017) HART, GARY D, TREASURER (End: 06/02/2017) WA UBI No. 578 006 698 PO BOX 9970 SEATTLE, WA 98109 206-682-7770 KING County Business type Corporation 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. SELLEC`372N0 Effective — expiration 08/20/1963— 06/01/2019 Bond FIDELITY & DEP CO OF MARYLAND $12,000.00 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=578006698&LIC=SELLEC*372ND&SAW= 6/13/2017 SELLEN CONSTR CO INC Bond account no. 30268557 Received by L&I Effective date 02/21/2002 02/01/2002 Expiration date Until Canceled Insurance ......... .................... American Contractors Ins Co Ri Policy no. GL17A00038 $5,000,000.00 Received by L&I Effective date 05/31/2017 06/01/2017 Expiration date 06/01/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ....................................................... No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,374-00 Doing business as SELLEN CONSTRUCTION CO INC Estimated workers reported N/A L&I account contact Employer Services Help Line — 360-902-4817 Track this contractor Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 07/14/2016 Inspection no. 317940769 Location 415 106th Ave NE Bellevue, WA 98005 Inspection results date 05/11/2016 Inspection no. 317940048 Location 800 Howell street Seattle, WA 98101 No violations No violations Page 2 of 6 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=578006698&LIC=SELLEC*372ND&SAW= 6/13/2017 4/18/2017 4:22:31 PM AB ACP AD ADJ AFF ALT ALUM APPROX AWP BD BLDG BM BO CB CC CFCI CG CH CIP CJ CK CL CLG CLR CMU COL CONC CONT CONTR CPT. CS CT DF DIA DIM DIM PT DN DS DTL DWG (E) EA ARCHITECTURAL ABBREVIATIONS PROJECT DIRECTORY PROJECT DESCRIPTION Owner Museum of Flight 9404 E Marginal Way S Seattle, WA 98108 v: (206) 764-5720 Contacts: Laurie Haag LHaag@museumofflight.org Chris Mailander CMailander@museumofflight.org Clark Miller CMiller@museumofflight.org Structural Engineer Magnusson Klemencic Associates 1301 5th Ave #3200 Seattle, WA 98101 v: (206) 292-1200 Contacts: Derek Beaman, P.E., S.E. dbeaman@mka.com Robert Baxter, P.E., S.E. rbaxter@mka.com Architect SRG Partnership 110 Union Street, Suite 300 Seattle, WA 98101 v: (206) 973-1700 f: (206) 973-1701 Contacts: Nathan Messmer, AIA, LEED AP nmessmer@srgpartnership.com Elias Gardner, LEED AP egardner@srgpartnership.com Installation of a support pedestal and footing for a mounted exhibit Blue Angel F/A-18 aircraft on the existing south entry lawn of the Museum of Flight, and the removal of existing flagpoles. PARCEL INFORMATION King County Parcel Number: 332404-9019 Legal Description: THAT POR OF THE SE QTR OF SEC 33 TWP 24 N RNG 4 E WM IN KING COUNTY WA DESCRIBED AS FOLLOWS COMMENCING AT THE SE COR OF SD SUBD TH N 88-04-53 W A DIST OF 1314.13 FT ALG S LN THOF TO NELY MGN OF E MARGINAL WY S AND POB TH ALG SD MGN N 88-04-53 W A DIST OF 37.35 FT TH CONT ALG SD MGN N 22- 31-55 WA DIST OF 997.62 FT TH DEPARTING SD MGN S 87-49-39 E A DIST OF 77.07 FT TH N 22-49-02 W A DIST OF 23.50 FT TH S 87-49-39 E A DIST OF 89.83 FT TH S 02-11- 39 W A DIST OF 42.19 FT TH S 88- 43-46 E A DIST OF 290.49 FT TH S-28-43-46 E A DIST OF 89.25 FT TH S 88-18-47 E DIST OF 164.78 FT TO A LN THAT IS 500 FT FR AND PLW C/L RUNWAY 13R-31 L TH ALG SD LN S 28-43-34 E A DIST OF 658.80 FT TH S 67-28-05 W DIST OF 596.64 FT TO POB PER CITY OF TUK BLA NO L 02-058 REC #20030115900002 EXISTING BUILDING INFORMATION Building Codes: Zoning: Existing Building Area: Type of Construction.: Building Occupancy: 2015 International Building Code (IBC) 2015 Washington State -Wide Amendments MIC/H 141,643 s.f. II -B, fully sprinklered A3, museum / gallery REVISIONS No changes shalt be made to the scope of work without prior approval of It 6u:ding Division. WOTE: RcViSiart3 will require a new plan submittal and may include additional plan review fees. Anchor Bolt Acoustic Ceiling Panel (ACP -1) Access Door Adjacent Above Finish Floor Alternate Aluminum Approximate Acoustic Wall Panel (AWP -1) Board Building Beam Bottom Of Chalk Board (CB -1) Cubicle Curtain (CC -1) Contractor Furnish Contractor Installed Corner Guard (CG -1) Coat Hook (CH -1) Cast in place Control joint Clock Chain link Ceiling Clear Concrete Masonry Unit Column Concrete (CONC-1) Continuous Contractor Carpet (CPT -1) Cementitious Surface Material (CS -1) Ceramic Tile (CT -1) Drinking fountain Diameter Dimension Dimension Point Down Downspout Detail Drawing Existing Each EJ Expansion joint EL Elevation ELEC Electrical ELEV Elevator EQ Equal EP Electrical Panel EPT Epoxy Paint (EP -1) EQUIP Equipment ES Exposed Structure ESH Emergency Shower EW Eye wash EXIST Existing JT EXP Expansion EXT Exterior LAM LAV FAA Fire Alarm Annunciator LF FACP Fire Alarm Control Panel FAF Fluid Applied Flooring (FAF-1) FB Flat Bar FD Floor Drain FE Fire Extinguisher (FE -1) FEC Fire Extinguisher Cabinet (FEC -1) FF Finish Floor FLR Floor FOB Face of Brick/Block FOC Face of Concrete FOF Face of Finish FOS Face of Structure FRP Fiber Reinforced Plastic FRT Fire Retardant Treated FTG Footing FV Field Verify FVC Fire Valve Cabinet HDWD Hard Wood HM Hollow Metal HO Hold open HORIZ Horizontal HR Hour HSD Hand Sanitizer Dispenser (HSD-1) HSS Hollow Structural Shape ID Inside Diameter INSUL Insulation GA GALV GB GD GFRC GFRG GL GWB HB HC HD Gage Galvanized Grab Bar (GB -1) Glove Dispenser (GD -1) Glass Fiber Reinforced Concrete Glass Fiber Reinforced Gypsum Glass / Glazing Gypsum Wall Board Hose Bibb Hollow Core Head M MAX MB MCP. MDO MECH MEMB MFR MIN MISC MO MP MPS MR MRK MTG MTL (N) NA NIC NO NOM NTS Joint Laminate / Laminated Lavatory Lineal Feet / Linear Foot Mirror (M-1) Maximum Marker Board (MB -1) Metal Ceiling Panel (MCP-1) Medium Density Overlay Mechanical Membrane Manufacturer Minimum Miscellaneous Masonry Opening Metal Panel (MP -1) Manual Pull Station Moisture Resistant Mop Rack Mounting Metal New Not Applicable Not in Contract Number Nominal Not to Scale OA Overall OC • On Center OD Outside Diameter OFCI Owner Furnished Contractor Installed OFOI Owner Furnished Owner Installed OPNG OPP P PCS PERIM PL PLAS PR PS PT PTD PTR PW PWD QT R RAD RB RBR RF RD RD/OD REF REIN REQD RM RO RP RST RW SAM SCB SCD SCS SD SECT SH SHT SHTG SIM SND SNR SP Opening Opposite Paint (P-1) Precast Concrete Stair Perimeter Plastic Laminate (PL -1) Plaster Pair Projection Screen (PS -1) Pressure Treated Paper Towel Dispenser (PTD -1) Paper Towel Receptacle (PTR -1) Paper Towel Dispenser / Waste Receptacle Plywood Quarry Tile (QT -1) Riser Radius Rubber Base (RB -1) Rubber Resilient Flooring (RF -1) Roof Drain Roof Drain / Overflow Drain Reference Reinforced Required Room Rough Opening Resin Panel (RP -1) Resilient Stair Tread (RST -1) Resinous Wall (RW -1) Self Adhered Membrane Self Cove Base (SCB-1) Seat Cover Dispenser (SCD -1) Shower Compartment Seat Soap Dispenser (SD -1) Section Soap Holder Sheet Sheathing Similar Sanitary Napkin Dispenser (SND -1) Sanitary Napkin Receptacle '(SNR -1) Stand Pipe SPEC SQ SR SST SSG STD STL STN ST SUSP SYM T TB TD TEMP T&G THK TO TPD TR TRS TS TSC TSP TYP UNO VBX VERT VG VP W W/ W/O WC WD WG WM WP WR WT WWF Specification Square Shower Curtain Rod Stainless Steel Structural Silicone Glazing Standard Steel Stain (STN -1) Stone Tile (ST -1) Suspended Symmetrical SEPARATE PERMIT REQUIRED FOR: ifkaettianka MilectriceiaPiumbliv aeas City of Tukaa BUILDING DIVISION, Tread Tack Board (TB -1) 'Trench Drain Tempered Tongue and. Groove Thick Top of Toilet Paper Dispenser (TPD -1) Transparent Traffic Surface Tube Steel Toilet Seat Cover Dispenser (TSC -1) Toilet Paper and Toilet Seat Cover Dispenser/ Sanitary Napkin Receptacle Typical Unless Noted Otherwise View Box Vertical Vertical Grain Veneer Plaster Wall Covering With Without Window Covering (WC -1) Wood (WD -1) Wall Guard (WG -1) Walk -off Mat (WM-1) Wall Protection (WP -1) Waste Receptacle Weight Welded Wire Fabric VICINITY MAP e es a SRG Project #217003 Museum of Flight 9404 E Marginal Way S Seattle, WA 98108 MASTER DRAWING INDEX GENERAL G001 PROJECT INFORMATION ARCHITECTURAL A101 PLANS, ELEVATIONS, DETAIL::. STRUCTURAL S001 ABBREVIATIONS, LEGENDS, AND DRAWING LIST S002 GENERAL NOTES S003 PLANS, SECTIONS, AND DETAILS ARCHITECTURAL SYMBOLS LEGEND PLANNING APPR 0 es can be made to these plans approv�t the Planning Division of DCD APPmval Date: Building Section Identification Wall Section Identification Detail Identification Exterior Elevation Identification Interior Elevation Identification A4 Drawing Identification Building Grid Identification Match Line Identification North Point Revision Identification (A1 A501 Al ROOM Room Name and Number NAME Door Number Partition Type, see sheet A541 Ceiling Height Identification, height above finished floor Plan review approval is subject to errors and omissions. Approval of cons;:n.c ion documents does not authorize the violation of any acfopte,:.,. de c • rReceipt., dinarlc�. of approved I -F,d ,y a ,, rtdit s i ckno indow Type '�� wledgad: 1/3& VIEW NAME \101 1/8" = 1'-0° A101 B: Date: ® % .1 r ' City of Tukwila UILDING DIVISION . A101 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 1 2017 air?\ Tukwila BUIL. > DIVISION Equipment Reference, see equipment schedule, A631 101 9'-0'D Equipment Reference, OFCI or OFOI equipment Elevation Mark SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM 8440 REGISTERED ARCE L= RON R. PLESKAC STATE OF WASHINGTON Building Permit Drawing Title PROJECT INFORMATION & NOTES Drawing scales indicated apply to 30" x 42" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions Number Description Date RECEIVED APR 21 2017 TUKWILA PUBLIC WORKS RECEIVED TY OF TUKWILA APR 1 2017 RMIT CENTER Drawn by EWG. Checked by NJM Date 4/19/2017 Project No 217003 Consultant Project No Owner Project No Drawing No G001 °, DEG 0, DIA AND AT DEGREE DIAMETER NUMBER, POUND AB ANCHOR BOLT ACI AMERICAN CONCRETE INSTITUTE ADDL ADDITIONAL ADJ ADJACENT AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL AGGR AGGREGATE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT ALTERNATE ALUM ALUMINUM ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APA AMERICAN PLYWOOD ASSOCIATION APPD APPROVED APPROX APPROXIMATE AR ANCHOR RODS ARCH ARCHITECTURAL; ARCHITECT ASSY ASSEMBLY ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY BAL BD BF BLDG BLK BM BMU BOS BOT BRCG BRG BRKT BSMT BTWN BU c C CANT CC CG CIP CJ CJP CL CLR CMU COL COMP CONC CONFIG CONN CONST CONT CONTR COORD CORR CP, CJP CTR CTSK CU db DBA DBL DC DEG, ° DEMO DEPT DET DIA, o DIAG DIAPH DICA DIM DISC DL DN DO DWG DWL (E) E E -W EA EF EJ EL ELEC ELEV EMBED ENGR EQ EQUIP ES ETC EW EXIST EXP EXT EXTD F FD FDN FF FG FIN FL FLG FOS FP FRMG FS FT FTG FV GA GALV GB GFRC GL GR GRND H HEF HGR HIF HOF HORIZ HP HS HSS HT ICC ID IN INCL INFO INSUL INT JST JT K KO KSI BALANCE BOARD BRACED FRAME BUILDING BLOCK; BLOCKING BEAM BRICK MASONRY UNIT BOTTOM OF STEEL; BOSOM (WELD) BOTTOM BRACING BEARING BRACKET BASEMENT BETWEEN BUILT-UP CAMBER STANDARD CHANNEL CANTILEVER CENTER TO CENTER CENTER OF GRAVITY CAST -IN-PLACE. CONSTRUCTION JOINT COMPLETE JOINT PENETRATION WELD CENTERLINE CLEARANCE; CLEAR CONCRETE MASONRY UNIT COLUMN COMPRESSION CONCRETE CONFIGURATION CONNECTION; CONNECT CONSTRUCTION CONTINUE; CONTINUOUS CONTRACTOR COORDINATE; COORDINATION CORRUGATED COMPLETE JOINT PENETRATION WELD CENTER COUNTERSINK; COUNTERSUNK CUBIC PENNY (NAIL) NOMINAL BAR DIAMETER (INCHES) DEFORMED BAR ANCHOR DOUBLE DEMAND CRITICAL WELD DEGREE DEMOLISH; DEMOLITION DEPARTMENT DETAIL DIAMETER DIAGONAL DIAPHRAGM DRILLED -IN CONCRETE ANCHOR DIMENSION DISCONTINUED; DISCONTINUOUS DEAD LOAD DOWN DITTO DRAWING DOWEL EXISTING EAST EAST -WEST EACH EACH FACE EXPANSION JOINT ELEVATION ELECTRICAL ELEVATOR EMBEDDED ENGINEER EQUAL; EARTHQUAKE EQUIPMENT EACH SIDE ET CETERA EACH WAY EXISTING EXPANSION EXTERIOR EXTEND; EXTENDED DEGREES FAHRENHEIT FLOOR DRAIN FOUNDATION FAR FACE FRICTION GRIP BOLT FINISH FLOOR; FLOOR LINE FLANGE FACE OF STUD FIREPROOF; FULL PENETRATION FRAMING FULL SIZE; FAR SIDE FOOT; FEET FOOTING FIELD VERIFY GAGE, GAUGE GALVANIZED GRADE BEAM GLASS FIBER REINFORCED CONCRETE GLUED LAMINATED (BEAM) GRADE GROUND HORIZONTAL HORIZONTAL EACH FACE HANGER HORIZONTAL INSIDE FACE HORIZONTAL OUTSIDE FACE HORIZONTAL HP SHAPES; HIGH POINT HIGH STRENGTH HOLLOW STRUCTURAL SECTION HEIGHT INTERNATIONAL CODE COUNCIL INSIDE DIAMETER INCH INCLUDE INFORMATION INSULATION INTERIOR JOIST JOINT KIP (1,000 POUNDS) KNOCK -OUT KIPS PER SQUARE INCH ABBREVIATIONS L LAB LB, # LF LIN LL LLBB LLH LLV LOC LONGIT LP LSL LSW LTWT LVL LWC MAS MATL MAX MB MC MECH MEMB MEP MEZZ MF MFB MFC MFR MFRG MIN MISC ML MO MS N N -S NF NIC NS NTS NWC OC OD OPNG OPP OPT OVS OWJ PC PCF PCP PEN PERP PH PJP, PP PL PLC PLF PLYWD PP, PJP PREFAB PS PSF PSI PT PVC R RB RC RCMD REF REINF REQD REQT S1S S2S S4S S SB SC SCC SCHED SDQ SECT SEOR SHT SHTG SIM SLBB SOG SP SPC SPCG SPEC SQ SSL STD STIFF STIRR STL STR STRUC SUPT SW SYM T&B T&G TBD TEMP THK TOC TOF TOS TOW TRANS TYP UB UBC UC UL UNO UT V, VERT VEF VG VIF VOF W/ W/0 WD WF WH WL WP WPJ WT WWF WWR YD ANGLE LABORATORY POUND LINEAL FOOT LINEAL; LINEAR LIVE LOAD LONG LEGS BACK-TO-BACK LONG LEG HORIZONTAL LONG LEG VERTICAL LOCATION; LOCATE LONGITUDINAL LOW POINT LONG SLOTTED (HOLES) LIGHT GAGE SHEAR WALL LIGHTWEIGHT LEVEL LIGHT WEIGHT CONCRETE MASONRY MATERIAL MAXIMUM MACHINE BOLT MISCELLANEOUS CHANNEL MECHANICAL MEMBRANE MECHANICAL/ ELECTRICAL / PLUMBING MEZZANINE MOMENT FRAME MOMENT FRAME BEAM MOMENT FRAME COLUMN MANUFACTURE; MANUFACTURER MANUFACTURING MINIMUM; MINUTE MISCELLANEOUS MATCH LINE MASONRY OPENING MECHANICAL SPLICE NORTH NORTH -SOUTH NEAR FACE NOT IN CONTRACT NEAR SIDE NOT TO SCALE NORMAL WEIGHT CONCRETE ON CENTER OUTSIDE DIAMETER OPENING OPPOSITE (HAND) OPTION; OPTIONAL OVERSIZED (HOLES) OPEN WEB JOIST PIPE PRECAST POUNDS PER CUBIC FOOT PRECAST CONCRETE PANEL PENETRATION PERPENDICULAR PENTHOUSE PARTIAL JOINT PENETRATION WELD PLATE PLACE POUNDS PER LINEAL FOOT PLYWOOD PARTIAL JOINT PENETRATION WELD PREFABRICATED PRESTRESSED POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH POST -TENSIONED POLYVINYL CHLORIDE RADIUS RISER BAR REINFORCED CONCRETE RECOMMEND REFERENCE REINFORCE; REINFORCING; REINFORCEMENT REQUIRED REQUIREMENT SURFACED ONE SIDE SURFACED TWO SIDES SURFACED FOUR SIDES AMERICAN STANDARD SHAPE; SOUTH SPACER BAR; SUPPORT BAR SLIP CRITICAL STRUCTURAL CONSULTANT TO THE CONTRACTOR SCHEDULE, SCHEDULED SPECIAL DUCTILE QUALITY SECTION STRUCTURAL ENGINEER OF RECORD SHEET SHEATHING SIMILAR SHORT LEGS BACK -TO- BACK SLAB ON GRADE SPIRAL SPACE SPACING SPECIFICATION SQUARE SHORT SLOTTED (HOLES) STANDARD STIFFENER STIRRUP STEEL STRAIGHT STRUCTURAL SUPPORT SHEAR WALL SYMMETRICAL TOP AND BOTTOM TONGUE AND GROOVE TO BE DETERMINED TEMPERATURE; TEMPORARY THICK; THICKNESS TOP OF CURB; TOP OF CONCRETE TOP OF FOOTING TOP OF STEEL TOP OF WALL TRANSVERSE TYPICAL UNIVERSAL BEAM UNIFORM BUILDING CODE UNIVERSAL COLUMN UNDERWRITERS' LABORATORY, INC. UNLESS NOTED OTHERWISE ULTRASONIC TEST VERTICAL VERTICAL EACH FACE VERTICAL GRAIN VERTICAL INSIDE FACE VERTICAL OUTSIDE FACE WIDE FLANGE; WIDE; WEST WITH WITHOUT WOOD WIDE FLANGE WEEP HOLE WORK LINE WORK POINT WEAKENED PLANE JOINT WEIGHT; STRUCTURAL TEE CUT FROM W SHAPE WELDED WIRE FABRIC WELDED WIRE REINFORCING YARD NOTES: 1. NOTATIONS: db: NOMINAL BAR DIAMETER (INCHES) Ld: TENSION DEVELOPMENT LENGTH (INCHES) FOR REINFORCEMENT SATISFYING THE FOLLOWING REQUIREMENTS: SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > db BEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db Lt: DEVELOPMENT LENGTH OF BARS IN THICK CONCRETE = 1.3 X Ld (INCHES) Lb: DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION =19 X db (INCHES) Lc: TIED COLUMN LAP SPLICE IN COMPRESSION = 30 X db (INCHES) Lcs: SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 X db (INCHES) Lsb: TYPICAL LAP SPLICE LENGTH =1.3 X Ld (INCHES) Lsbt: LAP SPLICE LENGTH OF HORIZONTAL BARS IN THICK CONCRETE = 1.69 X Ld (INCHES) 2. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOT MEET THE REQUIREMENTS FOR Ld IN NOTE 1. 3. "HORIZONTAL BARS IN THICK CONCRETE" REFERS TO BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE CAST BELOW. THIS INCLUDES BEAMS, SLABS, FOUNDATIONS, AND WALLS. 4. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH FY = 60KSI. WHERE HIGHER STRENGTH REINFORCEMENT STEEL IS USED, MULTIPLY THE VALUES IN THE TABLE BY THE RATIO OF THE HIGHER STRENGTH OVER GR60 (E.G., FOR GR75, INCREASE LENGTHS BY 1.25.) f c = 4,000 PSI BAR SIZE Ld Lt Lsb Lsbt #3 15 20 20 26 #4 19 25 25 33 #5 24 32 32 42 #6 29 38 38 50 #7 42 55 55 72 #8 48 63 63 82 #9 54 71 71 93 #10 61 80 80 104 #11 67 88 88 115 #14 81 106 - - #18 108 141 - - 5. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. SEE "GENERAL NOTES." 6. MULTIPLY VALUES IN THE TABLE BY 1.3 FOR USE WITH LIGHTWEIGHT AGGREGATE CONCRETE. 7. MULTIPLY VALUES IN THE TABLE BY 1.5 FOR EPDXY COATED REINFORCEMENT. 8. WHEN BARS OF DIFFERENT SIZES ARE LAP SPLICED IN TENSION, SPLICE LENGTH SHALL BE THE LARGER OF Ld OF LARGER BAR AND Lsb OF SMALLER BAR, OR Lt AND Lsbt FOR BARS IN THICK CONCRETE. REINFORCING BAR DEVELOPMENT AND SPLICE LENGTH TABLES f c = 5,000 PSI BAR SIZE Ld Lt Lsb Lsbt #3 13 17 17 23 #4 17 23 23 30 #5 22 29 29 38 #6 26 34 34 45 #7 38 50 50 65 #8 43 56 56 73 #9 48 63 63 82 #10 54 71 71 93 #11 60 78 78 102 #14 72 94 - - #18 96 125 - - ALL CONCRETE STRENGTHS BAR SIZE Lb Lc Lcs #3 8 12 12 #4 10 15 12 #5 12 19 14 #6 15 23 17 #7 17 26 20 #8 19 30 23 #9 22 34 26 #10 24 38 29 #11 27 42 32 #14 33 - - #18 43 - - DRAWING LIST SHEET NUMBER SHEET NAME S000 ABBREVIATIONS, LEGENDS, AND DRAWING LIST S001 GENERAL NOTES S002 PLANS, SECTIONS AND DETAILS SECTION SECTION NUMBER SHEET NUMBER DETAIL EL DETAIL NUMBER SHEET NUMBER ELEVATION 3 ELEVATION NUMBER SHEET NUMBER TOP OF FLOOR ELEVATION II I I IEI I I� II EARTH -111,;•114pedtrit GRAVEL 1/S2.01A 1/S2.01B -- - MISCELLANEOUS SYMBOLS Ldh MIN, SEE 'TABLE A' CONSTRUCTION JOINT OR FACE OF SUPPORT NOTE 1 4db, OR 2 1/2" MIN D 180 DEGREE HOOK MATCHLINE ARCHITECTURAL PROFILE FUTURE CONSTRUCTION EXISTING ELEMENTS Ldh MIN, SEE 'TABLE A' CONSTRUCTION JOINT OR FACE OF SUPPORT NOTE 1 E, NOTE 2 N w I -- z 90 DEGREE HOOK END HOOK ALL GRADES (D) FINISHED BEND DIAMETER BARD NORMAL WEIGHT CONCRETE, fc (PSI) 180° HOOKS 90° HOOKS SIZE 5,000 E J A #3 21 /4" 5" 3" 6" #4 3" 6" 4" 8" #5 3 3/4" 7" 5" 10" #6 41 /2" 8" 6" 12" #7 51 /4" 10" 7" 14" #8 6" 11" 8" 16" #9 91 /2" 15" 11 3/4" 19" #10 10 3/4" 17" 13 1/4" 22" #11 12" 19" 14 3/4" 24" #14 181 /4" 27" 21 3/4" 31" #18 24" 36" 28 1/2" 41" REVIEWED FOR CODE COMPLIANC APPROVED MAY 162017 City of Tukwila BUILDING DIVISIO E N TABLE A MINIMUM TENSION EMBEDMENT LENGTHS, (Ldh) FOR STANDARD END HOOKS ON GRADE 60 BARS BAR NORMAL WEIGHT CONCRETE, fc (PSI) SIZE 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 #3 6" 6" 6" 6" 6" 6" 6" 6" #4 8" 7" 7" 7" 7" 7" 6" 6" #5 10" 9" 8" 7" 7" 7" 6" 6" #6 12" 10" 9" 8" 8" 8" 7" 7" #7 14" 12" 11" 10" 9" 9" 8" 8" #8 16" 14" 12" 11" 10" 10" 9" 9" #9 18" 15" 14" 13" 12" 11" 10" 10" #10 20" 17" 15" 14" 14" 14" 12" 11" #11 22" 19" 17" 16" 15" 15" 13" 12" #14 37" 32" 29" 27" 25" 31" 22" 21" #18 50" 43" 39" 35" 33" 35" 29" 28" NOTES: 1. ABOVE VALUES VALID FOR ALL CASE IF: SIDE COVER >_ 2 1/2" END COVER >_ 2" 2. BAR DIMENSION REQUIRED TO MANUFACTURE HOOK. 3. FOR EPDXY COATED HOOKS, INCREASE THE ABOVE EMBEDMENT LENGTHS BY 20%. 4. THE Ldh EMBEDMENT LENGTHS ARE BASED ON REINFORCEMENT STRENGTH FY = 60 KSI. WHERE HIGHER STRENGTH REINFORCING STEEL IS USED MULTIPLY THE VALUES IN THE TABLE BY THE RATIO OF THE HIGHER STRENGTH OVER GR60 (E.G., FOR GR75, INCREASE LENGTHS BY 1.25.) STANDARD H la 1 S N MB SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Sfruciurcal + Civil Engineers Seattle Chicago www.mko.com 206 292 1200 (P& L&' Web 9404 East Marginal Way South, Seattle, WA Drawing Title ABBREVIATIONS, LEGENDS, AND DRAWING LIST Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions No. Description Date RECEIVED CITY OF TUKW!LA APR 2 1 2017 Dra3vi t } UT BFT Checked by RPB Date 4/19/2017 Project No Consultant Project No 76289.14 Owner Project No Drawing No s000. BUILDING CODE - APPLICABLE CODES AND STANDARDS GENERAL ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE DRAWINGS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. BUILDING CODE ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. THE PUBLICATIONS LISTED BELOW ARE THE GOVERNING CODES AND STANDARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF CONFLICTING REQUIREMENTS, THE BUILDING CODE SHALL GOVERN. APPLICABLE CODES AND STANDARDS BUILDING CODE ACI 318 RCSC AISC 360 ASCE 7 INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION (INCLUDING THE CITY OF TUKWILA BUILDING CODE AMENDMENTS) AMERICAN CONCRETE INSTITUTE, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," 2014 EDITION RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS," 2009 EDITION AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," 2010 EDITION AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES," 2010 EDITION, INCLUDING SUPPLEMENT NO. 1 ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM INTERNATIONAL) AWS A2.4 AWS D1.1 AWS D1.3 ICC CONCRETE AMERICAN WELDING SOCIETY, "STANDARD SYMBOLS FOR WELDING, BRAZING, AND NONDESTRUCTIVE EVALUATION," 2007 EDITION AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - STEEL," 2010 EDITION AMERICAN WELDING SOCIETY, "STRUCTURAL WELDING CODE - SHEET STEEL," 2008 EDITION INTERNATIONAL CODE COUNCIL, INTERNATIONAL CODE COUNCIL - EVALUATION SERVICES (ICC -ES) MIXING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE MATERIALS, SHALL CONFORM TO ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE," EXCEPT AS NOTED BELOW. PROPORTIONS OF AGGREGATE TO CEMENTITIOUS PASTE SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT AND APPROVED PRIOR TO USE. SELECTION OF CONCRETE MIX PROPORTIONS SHALL BE IN ACCORDANCE WITH ACI 301. MIX PROPORTIONS SHALL MEET OR EXCEED THE REQUIREMENTS LISTED BELOW FOR THE LOCATIONS NOTED. THE MORE STRINGENT OF THE REQUIREMENTS LISTED SHALL GOVERN. PROVIDE ASTM C150 TYPE I OR TYPE II CEMENT UNLESS NOTED OTHERWISE. THE CEMENTITIOUS MATERIAL CONTENT SHALL BE ADEQUATE FOR THE SPECIFIED REQUIREMENTS FOR STRENGTH, WATER -CEMENT RATIO, DURABILITY, AND FINISH ABILITY. MAXIMUM COMPLEMENTARY CEMENTING MATERIALS (EX. FLY ASH, SLAG, SILICA FUME) AS A PRECENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIAL SHALL BE 50 PERCENT. FLY ASH SHALL MEET ASTM C618 REQUIREMENTS, AND SHALL NOT EXCEED 30 PERCENT OF TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENT RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING COMPLEMENTARY CEMENTING MATERIALS. MAXIMUM SIZE OF AGGREGATE SHALL BE AS LISTED BELOW. ALL CONCRETE USED IN HORIZONTAL SURFACES EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE ADMIXTURE TO PRODUCE AIR -ENTRAINED CONCRETE WITH TOTAL AIR CONTENT AS NOTED IN THE CONCRETE MIX SPECIFICATION TABLE. TOLERANCE FOR AIR CONTENT SHALL BE +/-1.5 PERCENT. AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. TESTS FOR AIR CONTENT SHALL MEET ASTM C172 REQUIREMENTS. THE CONTRACTOR SHALL DETERMINE SLUMP. EACH CONCRETE MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. SLUMP SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, SLUMP SHALL BE MEASURED AT THE DISCHARGE END OF THE PUMP LINE. SLUMPS SHALL BE WITHIN +1 INCH AND -2 INCHES OF THE SPECIFIED SLUMP. THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BY THE ENGINEER. CONCRETE MIX SPECIFICATION TABLE LOCATION EXTERIOR EXPOSED SLABS ON GRADE fc TEST MAX MIN AGE W/C (PSI) (DAYS) RATIO 4,000 28 0.45 MILD REINFORCED 5,000 28 0.44 BEAMS, SLABS, AND FOOTINGS REINFORCING STEEL MAX AGGREGATE SIZE 1" 3/4" AIR CONTENT PERCENT 4.5 ALL REINFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BE SECURELY TIED IN PLACE WITH #16 GAGE MINIMUM ANNEALED BLACK WIRE. BARS SHALL BE SUPPORTED ON CHAIRS IN ACCORDANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. THE CONTRACTOR SHALL COORDINATE REINFORCING STEEL PLACEMENT DETAILS AND PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS AS NECESSARY. SHOP DRAWINGS (INCLUDING PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTED TO, AND REVIEWED BY, THE ARCHITECT/ENGINEER BEFORE STARTING FABRICATION. REINFORCING BARS SHALL BE LAP SPLICED FOR TENSION (LSB) UNLESS NOTED OTHERWISE ON THE DRAWINGS. NO REINFORCING BARS SHALL BE SPLICED BY WELDING OR MECHANICAL COUPLING. WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, EXCEPT WHERE SPECIFICALLY APPROVED BY THE ENGINEER. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS USING E9018 OR APPROVED ELECTRODES. WELDING PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.4. MINIMUM CAST -IN-PLACE CONCRETE COVER OVER REINFORCING STEEL, UNLESS NOTED OTHERWISE, SHALL BE AS FOLLOWS: 1. CONCRETE CAST AGAINST EARTH: ALL BAR SIZES: 3 INCHES 2. ALL OTHER CONCRETE: #6 BAR OR LARGER: 2 INCHES #5 BAR OR SMALLER: 1 1/2 INCHES SPECIFIED CONCRETE COVER SHALL BE MAINTAINED TO ALL REINFORCEMENT AT CONCRETE REVEALS AND INSETS. SHOP DRAWINGS SHOWING CONCRETE REVEALS AND OTHER INSETS SHALL BE SUBMITTED FOR REVIEW. CONSTRUCTION JOINTS ALL CONSTRUCTION JOINTS SHALL BE KEYED IN ACCORDANCE WITH THE TYPICAL DETAILS OR, AT THE CONTRACTOR'S OPTION, SHALL BE INTENTIONALLY ROUGHENED IN ACCORDANCE WITH THE FOLLOWING: THE SURFACE OF ROUGHENED JOINTS SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE THE AGGREGATE EMBEDDED IN THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL PROTRUDE A MINIMUM OF 1/4 INCH. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE REMOVED. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED. ALL CONSTRUCTION JOINTS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE STARTING CONSTRUCTION. PROVIDE JOINTS AT LOCATIONS SPECIFICALLY NOTED ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SLEEVES EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO CONCRETE FOOTINGS, BEAMS, OR GIRDERS SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE ENGINEER. ANCHORAGE TO HARDENED CONCRETE ANCHORAGE TO HARDENED CONCRETE SHALL INCLUDE MECHANICAL AND ADHESIVE ANCHORS OF SIZE, NUMBER, AND SPACING AS SHOWN ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED AND ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AND AN APPROVED ICC -ES OR IAPMO-ES REPORT. INSPECTION AND TESTING SHALL BE PROVIDED IN ACCORDANCE WITH THE GENERAL NOTES AND THE APPROVED ICC -ES OR IAPMO-ES REPORT. WHERE THE ANCHOR TYPE IS SPECIFIED ON THE DRAWINGS, SUBSTITUTION FOR A DIFFERENT TYPE OF ANCHORAGE (INCLUDING SUBSTITUTING FOR CAST -IN-PLACE ANCHORAGE) SHALL NOT BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. ACCEPTABLE ANCHORS SHALL HAVE A CURRENT ICC -ES OR IAPMO-ES REPORT INDICATING THAT THE ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE, ANCHORS SHALL BE ASTM A36 THREADED ROD OR ASTM A615, GRADE 60 REINFORCING STEEL DOWELS. WHEN EMBEDMENT IS NOTED ON THE DRAWINGS, THE ANCHOR EFFECTIVE EMBEDMENT DEPTH SHALL EQUAL OR EXCEED THE NOTED EMBEDMENT DEPTH. WHERE NO EMBEDMENT IS NOTED ON THE DRAWINGS, THE MINIMUM EFFECTIVE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE NEAREST CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, AND MINIMUM ANCHOR SPACING SHALL BE 8 ANCHOR DIAMETERS. STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND WHERE SPECIFICALLY INDICATED ON THE DRAWINGS. NO STEEL REINFORCEMENT SHALL BE CUT TO INSTALL ANCHORS. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH A ROUGH INSIDE SURFACE. CORE DRILLING HOLES IS NOT PERMITTED. THE ADHESIVE SHALL BE MIXED, APPLIED, AND CURED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS IN THE ICC -ES OR IAPMO-ES REPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR TEMPERATURES ABOVE 50 DEGREES FAHRENHEIT. ADHESIVE SHALL BE APPLIED ONLY TO CLEAN, DRY CONCRETE. POSITIVE PROTECTION SHALL BE PROVIDED SO THAT ANCHORS ARE NOT DISTURBED DURING THE CURING PERIOD. DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON -SHRINK GROUT OR AN INJECTABLE ADHESIVE MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON -SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY MATCHING THAT OF THE ADJACENT CONCRETE. NONSHRINK GROUT FOR BASE PLATES, SLEEVES, AND EMBEDDED STEEL GROUT SHALL BE AN APPROVED NONSHRINK CEMENTITIOUS GROUT CONTAINING NATURAL AGGREGATES DELIVERED TO THE JOB SITE IN FACTORY PREPACKAGED CONTAINERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM 28 -DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETE STRENGTH, UNLESS NOTED OTHERWISE. GROUT SHALL BE MIXED, APPLIED, AND CURED STRICTLY IN ACCORDANCE WITH.THE MANUFACTURER'S PRINTED INSTRUCTIONS. FOR GROUTING UNDER BASE PLATES, GROUT SHALL BE PROPORTIONED AS A FLOWABLE MIX. WHEN A FLOWABLE MIX DOES NOT PROVIDE THE REQUIRED STRENGTH OR WHEN A MINIMUM STRENGTH OF 10,000 PSI IS REQUIRED, AN EPDXY GROUT SHALL BE USED. EMBEDDED ELECTRICAL CONDUIT ELECTRICAL CONDUIT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDUIT. ALUMINUM CONDUIT IS PROHIBITED. FOR CONDUIT PLACED IN CONCRETE FLAT SLABS OR SLABS THAT ARE PART OF A CONCRETE SLAB AND BEAM SYSTEM, CONDUIT SHALL HAVE A MAXIMUM OUTSIDE DIAMETER OF 1/6 TIMES THE SLAB THICKNESS AND SHALL BE EMBEDDED WITHIN THE MIDDLE THIRD OF THE SLAB DEPTH. MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREE TIMES THE CONDUIT DIAMETER. CONDUIT SHALL BE ROUTED TO MAINTAIN A MINIMUM CLEAR DISTANCE FROM PRESTRESSING TENDONS OF 1-0" HORIZONTAL PARALLEL TO THE TENDONS AND 1 INCH VERTICAL PERPENDICULAR TO THE TENDONS. SEE THE TYPICAL CONDUIT PLACEMENT CRITERIA DETAIL. FOR CONDUIT PLACED IN SLABS ON STEEL DECKING, CONDUIT SHALL ONLY RUN IN THE STEEL DECK FLUTES PER THE TYPICAL CONDUIT IN SLAB ON STEEL DECK DETAIL. CONDUIT SHALL NOT BE PLACED ABOVE DECK FLUTES IN EITHER DIRECTION. THIS CONDUIT SHALL ROUTE UNDER THE SLAB ON METAL DECK OR AN ALTERNATIVE LOCATION WHICH SHALL BE COORDINATED BY THE CONTRACTOR WITH THE ARCHITECT AND OTHER TRADES. CONDUIT SHALL BE FIRMLY CHAIRED AND TIED TO PREVENT DISPLACEMENT DURING POURING. PLACE #4 AT 12 INCHES ADDITIONAL REINFORCING ABOVE AND BELOW CONDUIT IN CONCRETE SLABS, PERPENDICULAR TO THE CONDUIT. THE ADDED REINFORCING SHALL EXTEND 1'-0" PAST THE CONDUIT ON BOTH SIDES. STEEL STRUCTURAL STEEL ALL STEEL SHALL CONFORM TO THE FOLLOWING: SQUARE OR RECTANGULAR ASTM A500, GRADE B, STRUCTURAL TUBE (HSS) Fy=46 KSI ALL OTHER STEEL UNLESS ASTM A572, Fy=50 KSI NOTED OTHERWISE ASTM A588, Fy=50 KSI ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED BY THE ARCHITECT/ENGINEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. DIMENSIONAL TOLERANCE FOR BUILT-UP MEMBERS SHALL BE PER AWS D1.1. ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH THE RCSC. ALL BOLTED CONNECTIONS SHALL SATISFY THE CRITERIA FOR SLIP -CRITICAL CONNECTIONS UNLESS NOTED OTHERWISE AS SNUG -TIGHT. WHERE CONNECTIONS ARE NOTED AS SNUG -TIGHT, THE CONTRACTOR MAY INSTALL PER THE CRITERIA FOR SNUG -TIGHT BOLTS. SLIP -CRITICAL CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL BE PROVIDED WITH LOCK WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE STANDARD SIZE UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS. STRUCTURAL STEEL WELDING STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE DONE BY AWS/WABO (WASHINGTON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. THE MINIMUM WELD SIZE SHALL BE 3/16 INCH. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDING PER AWS D1.1 SHALL BE USED. WHERE NO FIELD WELDING SYMBOLS ARE SHOWN, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD WELDS. ALL PARTIAL JOINT PENETRATION GROOVE WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT THICKNESS. ALL WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). LOW HYDROGEN SMAW ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENING THEIR HERMETICALLY SEALED CONTAINERS, OR SHALL BE REBAKED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REBAKED NO MORE THAN ONE TIME, AND ELECTRODES THAT HAVE BEEN WET SHALL NOT BE USED. ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1. ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALL WELDERS AND THE SPECIAL INSPECTOR. ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL TO 1/4 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED. REDUCTION IN TESTING MAY BE MADE IN ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT INCLUDE, BUT ARE NOT LIMITED TO: REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS. ANCHOR RODS ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 2A THREADS, UNLESS NOTED OTHERWISE. FURNISH ANCHOR RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN CONCRETE. FURNISH HARDENED PLATE WASHERS, LOCK WASHERS, AND MATCHING HEAVY HEX NUTS FOR SECURING THE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED. A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE DOUBLE NUT, WITH ADEQUATE EXTENSION AS REQUIRED TO RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT INSTALLATION. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER EVALUATION BY THE CONTRACTOR'S ERECTION ENGINEER. AFTER BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A SNUG -TIGHT CONDITION. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES IN THE BASE MATERIAL SHALL NOT BE ENLARGED BY BURNING. STRUCTURAL DESIGN DATA STRUCTURAL DESIGN DATA LOAD COMBINATIONS: LOAD COMBINATIONS ARE IN ACCORDANCE WITH SECTION 1605 OF THE BUILDING CODE. LIVE LOADS: LIVE LOADS SHALL BE IN ACCORDANCE WITH THE LOAD DIAGRAMS. SNOW LOADS: SNOW LOADING AND SNOW DRIFT LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1608). GROUND SNOW LOAD: Pg = 20 PSF IMPORTANCE FACTOR: Is = 0.8 SNOW EXPOSURE FACTOR: Ce = 1.0 THERMAL FACTOR: Ct = 1.2 FLAT -ROOF SNOW LOAD: Pf = 20 PSF WIND LOADS: WIND PRESSURE SHALL BE IN ACCORDANCE WITH THE BUILDING CODE (SECTION 1609). BASIC WIND SPEED (3 -SECOND GUST): Vult = 100 MPH RISK CATEGORY: I EXPOSURE CATEGORY: C SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. BUILDING LOCATION: LATITUDE: 47.517° N LONGITUDE: 122.297° W RISK CATEGORY: I IMPORTANCE FACTOR: Ie = 1.0 SITE CLASS: F SEISMIC RESPONSE ANALYSIS TYPE: SITE-SPECIFIC SPECTRAL RESPONSE COEFFICIENTS: Sms =1.091, Sds = 0.727 NONBUILDING STRUCTURE TYPE: INVERTED PENDULUM TYPE STRUCTURE RESPONSE MODIFICATION COEFFICIENT: R = 2 SEISMIC RESPONSE COEFFICIENT: NORTH -SOUTH: Cs = 0.364 EAST -WEST: Cs = 0.364 DESIGN BASE SHEAR: NORTH -SOUTH: V = 7280 KIPS EAST -WEST: V = 7280 KIPS ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS FOUNDATIONS FOUNDATIONS THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL ENGINEERING DESIGN REPORT ENTITLED "MUSEUM OF FLIGHT FA -18 HORNET FOUNDATION PROJECT GEOTECHNICAL RECOMMENDATIONS" DATED APRIL 19, 2017, PREPARED BY GEOENGINEERS. REFER TO THIS REPORT FOR ALL GEOTECHNICAL REQUIREMENTS AND ANTICIPATED CONDITIONS BELOW GRADE. COLUMN DOWELS SHALL BE INSTALLED WITH A TEMPLATE TO HOLD BARS IN THE PROPER POSITION AND SHALL BE PLACED WITH A TOLERANCE OF +/-1/4 INCH. SPREAD FOOTINGS: DESIGN SOIL BEARING PRESSURE = 500 PSF. ALL FOOTINGS SHALL BEAR ON PREPARED BASE MATERIALS APPROVED BY THE GEOTECHNICAL ENGINEER. OVER -EXCAVATE TO THE DEPTHS REQUIRED BY THE GEOTECHNICAL ENGINEER AND REPLACE MATERIALS WITH STRUCTURAL FILL, LEAN CONCRETE, OR PROVIDE OTHER PREPARATION AS DIRECTED BY THE GEOTECHNICAL ENGINEER TO ACHIEVE THE REQUIRED BEARING CAPACITY. ASSUMED DEPTH OF STRUCTURAL FILL IS 2'-0". STRUCTURAL FILL IS NOT REQUIRED FOR LATERAL RESISTANCE. STRUCTURAL FILL ALL FILL PLACED TO SUPPORT SLABS ON GRADE, BEHIND PERMANENT WALLS, AND AROUND ALL DRAINS SHALL CONSIST OF WELL GRADED, GRANULAR MATERIAL PER THE SPECIFICATIONS. SOILS FOR STRUCTURAL FILL SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER. STRUCTURAL FILL SHALL BE PLACED ON SOUND NATIVE MATERIAL. PROOF -ROLL CUT AREAS WHICH PROVIDE SUPPORT FOR PERMANENT STRUCTURES. AREAS WHICH ARE EXCESSIVELY YIELDING, AS DETERMINED BY THE CONTINUOUS OBSERVATION OF THE GEOTECHNICAL ENGINEER, SHALL BE OVEREXCAVATED AND REPLACED WITH STRUCTURAL FILL. STRUCTURAL FILL SHALL BE PLACED PER THE SPECIFICATION. MISCELLANEOUS BUILDING TOLERANCES STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE AND ACI 117, "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS". STRENGTH AND STABILITY DURING CONSTRUCTION DURING CONSTRUCTION, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE. A COMPLETED STRUCTURE IS REQUIRED TO PROVIDE GLOBAL STABILITY, TO PROVIDE LOCAL STABILITY OF INDIVIDUAL STRUCTURAL COMPONENTS, AND TO RESIST IMPOSED LOADS. THE STRUCTURE WAS ANALYZED AND DESIGNED BY MKA CONSIDERING ITS COMPLETED STATE ONLY. THE DESIGN DID NOT EVALUATE PARTIALLY COMPLETED CONSTRUCTION STAGES. THE CONTRACTOR SHALL CONSIDER ALL ASPECTS OF CONSTRUCTION SEQUENCING. CONSIDERATIONS SHALL INCLUDE BUT NOT BE LIMITED TO STEEL ERECTION AND CONCRETE PLACEMENT, CRANE REQUIREMENTS, TEMPORARY SHORING, BRACING/STRENGTHENING, TEMPORARY CONSTRUCTION LOADS, SAFETY PROCEDURES, TEMPERATURE CHANGE, AND MOISTURE EFFECTS. THE CONTRACTOR SHALL EVALUATE THE NEED FOR AND RETAIN AS NECESSARY A CIVIL OR STRUCTURAL ENGINEER, LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED, TO REVIEW ALL STAGES OF CONSTRUCTION SEQUENCING, VALIDATE ALL TEMPORARY CONSTRUCTION LOADS, AND PREPARE A COMPREHENSIVE CONSTRUCTION/ERECTION PLAN TO ADDRESS BOTH STABILITY AND RESISTANCE TO IMPOSED LOADS UNTIL THE STRUCTURE IS COMPLETE. TEMPORARY SUPPORTS, TEMPORARY CONNECTIONS, AND/OR CONSTRUCTION/ ERECTION AIDS SHALL BE REMOVED BY THE CONTRACTOR AFTER THEY ARE NO LONGER REQUIRED. MISCELLANEOUS BUILDING TOLERANCES STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE AND ACI 117, "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS". STRENGTH AND STABILITY DURING CONSTRUCTION DURING CONSTRUCTION, THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE. A COMPLETED STRUCTURE IS REQUIRED TO PROVIDE GLOBAL STABILITY, TO PROVIDE LOCAL STABILITY OF INDIVIDUAL STRUCTURAL COMPONENTS (SLABS, DECKS, BEAMS, COLUMNS, WALLS, ETC.), AND TO RESIST IMPOSED LOADS. THE STRUCTURE WAS ANALYZED AND DESIGNED BY MKA CONSIDERING ITS COMPLETED STATE ONLY. THE DESIGN DID NOT EVALUATE PARTIALLY COMPLETED CONSTRUCTION STAGES. THE CONTRACTOR SHALL CONSIDER ALL ASPECTS OF CONSTRUCTION SEQUENCING. CONSIDERATIONS SHALL INCLUDE BUT NOT BE LIMITED TO STEEL ERECTION AND CONCRETE PLACEMENT, CRANE REQUIREMENTS, TEMPORARY SHORING, BRACING/STRENGTHENING, TEMPORARY CONSTRUCTION LOADS, SAFETY PROCEDURES, TEMPERATURE CHANGE, AND MOISTURE EFFECTS. THE CONTRACTOR SHALL EVALUATE THE NEED FOR AND RETAIN AS NECESSARY A CIVIL OR STRUCTURAL ENGINEER, LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED, TO REVIEW ALL STAGES OF CONSTRUCTION SEQUENCING, VALIDATE ALL TEMPORARY CONSTRUCTION LOADS, AND PREPARE A COMPREHENSIVE CONSTRUCTION/ERECTION PLAN TO ADDRESS BOTH STABILITY AND RESISTANCE TO IMPOSED LOADS UNTIL THE STRUCTURE IS COMPLETE. TEMPORARY SUPPORTS, TEMPORARY CONNECTIONS, AND/OR CONSTRUCTION/ ERECTION AIDS SHALL BE REMOVED BY THE CONTRACTOR AFTER THEY ARE NO LONGER REQUIRED. MISCELLANEOUS REFER TO ARCHITECTURAL OR OTHER SPECIALTY ENGINEERING DRAWINGS FOR DIMENSIONS NOT SHOWN. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO CONSTRUCTION. WHERE SECTIONS ARE INDICATED ON THE PLAN BY A NUMBER AND A DRAWING NUMBER THUS, 1/S5.01, THE INDICATED SECTION (1) IS SHOWN ON STRUCTURAL DRAWING S5.01. SPECIAL INSPECTION SPECIAL INSPECTION THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION AND TESTING PER IBC SECTION 1705. THIS WORK SHALL BE PERFORMED BY A SPECIAL INSPECTOR CERTIFIED BY THE CITY OF TUKWILA TO PERFORM THE TYPES OF INSPECTIONS AND TESTS SPECIFIED. THE FREQUENCY OF INSPECTIONS AND TESTING SHALL BE AS OUTLINED IN THE IBC TABLE ITEMS LISTED BELOW. DEFICIENCIES SHALL BE REPORTED DAILY TO THE CONTRACTOR. SUMMARY REPORTS SHALL BE DISTRIBUTED WEEKLY TO THE OWNER, ARCHITECT, CONTRACTOR, BUILDING OFFICIAL, AND STRUCTURAL ENGINEER. SEE THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTION AND TESTING. ITEM STRUCTURAL STEEL AND WELDING HIGH STRENGTH BOLTING CONCRETE ANCHORS CAST IN CONCRETE DESCRIPTION (REFER TO IBC SECTION 1705) STRUCTURAL STEEL THAT IS PART OF THE STRUCTURE. SEE SPECIFICATIONS FOR PROCEDURES FOR INSPECTION AND TESTING. CONCRETE THAT IS PART OF THE STRUCTURE. IBC TABLE REQUIREMENTS SECTION 1705.2 SECTION 1705.2 TABLE 1705.3, ITEMS 5, 6, 7,8,11,12 TABLE 1705.3, ITEM 3 ANCHORS INSTALLATION OF MECHANICAL TABLE 1705.3, POST -INSTALLED IN AND ADHESIVE ANCHORS. ITEM 4 HARDENED CONCRETE REINFORCING STEEL PLACEMENT OF REINFORCING STEEL. TENDONS. TABLE 1705.3, ITEM 1 SOILS SECTION 1705.6 DEEP FOUNDATIONS ELEMENTS SHOP DRAWINGS TABLE 1705.7 (DRIVEN DEEP FOUNDATION ELEMENTS); TABLE 1705.8 (CAST -IN-PLACE DEEP FOUNDATION ELEMENTS) SECTION 1705.9 (HELICAL PILE FOUNDATIONS) SHOP DRAWINGS FOR REINFORCING STEEL AND STRUCTURAL STEEL SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. THE CONTRACTOR SHALL SUBMIT CONCRETE WALL ELEVATION DRAWINGS OF AT LEAST 1/8" =1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT DRAWINGS. DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD; THEREFORE, THEY SHALL BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THE ENGINEER OF RECORD. THE CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS FOR DEFERRED SUBMITTALS THAT ARE DEFINED AS DESIGN -BUILD COMPONENTS IN THE CONSTRUCTION DOCUMENTS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP FOR THE JURISDICTION WHERE THE PROJECT IS LOCATED AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. STRUCTURAL OBSERVATION THE ENGINEER OF RECORD SHALL PROVIDE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT THE COMPLETION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY IBC SECTIONS 110, 1705, OR OTHER SECTIONS OF THE INTERNATIONAL BUILDING CODE. STRUCTURAL OBSERVATION REPORTS SHALL BE ISSUED TO THE OWNER, ARCHITECT, CONTRACTOR, AND BUILDING OFFICIAL AT SIGNIFICANT CONSTRUCTION STAGES. 11 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 16 2011 • City of Tukwila BUILDING DIVISION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUS SON KLEMENCIC ASSOCIATES Structure + Civil Engineers Seattle Chicago www.mka.com 206 292 1200 4cr: 2A'B 4.6 N173+� d! _ a) LT - o. 0 CO E r Q N LL 2 Drawing Title GENERAL NOTES Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions 9404 East Marginal Way South, Seattle, WA No. Description Date RECEIVED CITY OF TUKWILA APR 21 2017 PERMIT CENTER Drawn by BFT Checked by RPB Date 4/19/2017 Project No Consultant Project No 76289.14 Owner Project No Drawing No S 0 0 1 1 TYP> 1/8 BASE PL W/ ANCHOR RODS PER 12/S002 2- • IM • • TYP I DETAIL 3/4" =1'-0" • TYP NOTES: 1. SEE ARCHITECTURAL DRAWINGS FOR GEOMETRIC INFORMATION NOT SHOWN. 2. ALL PEDESTAL PLATES 1/4" THINK UNO. 3. GRIND SMOOTH ALL WELDS EXPOSTED AT FINISHED CONDITION. (14)1 1/4"o F1554 GR36 AR W/ 30" EMBED IN GRADE BM BASE PL1 1/4 AT CONTRACTOR'S OPTION, MAY REDUCE BP THICKNESS TO 1/2" TO RIGHT OF THIS LINE. PROVIDE CJP SPLICE (4) SIDES TO 1/4 PEDESTAL CAP PL1, BOLT & STIFFENER LAYOUT TBD PENDING NC MOUNTING PLATE DESIGN NOTES: 1. GRIND ALL EXPOSED WELDS SMOOTH. 1/8 SOG GRADE BM SECTION 1" =1'-0" w 0 w w O O O PL1/4x9, TYP 1 1/2" GROUT PAD SOG SECTION / i GRADE BM, REINF PER 18/S002 1'-0" 1' - 0" 1'-0" 1' - 0" 1" =1'-O" #4@12"EW MID DEPTH -111,�111 :' GRADE BM ,11 -1 11=1 1 GRADE BM (7) #9 T&B SOG (2) #7 EA SIDE #5@12" #7 @ 12" #5 @12" III�IH=1 1111111 IIIIIIII111111111111 6'-0" SPREAD FTG #5x © @ 6" SOG, EXTENT PER ARCH GRADE BM SPREAD FTG BASE PL PER 12/S002, ANCHOR RODS NOT SHOWN 1 1/2" GROUT v- WP 1 1/2" SECTION ,, =1-0" GRADE BM CTR ON BASE PL SPREAD FTG SOG BASE PL PER 12/S002, ANCHOR RODS NOT SHOWN 1 1/2" GROUT PEDESTAL SOG FINISH TOC II,111'�� 8'-3" 8'-3" EAST ELEVATION 1/4" = PEDESTAL INTERNAL STIFF PL 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 162017 City of Tukwila BUILDING. DIVISION L FINISH TOC+ • k SOUTH ELEVATION SRG PARTNERSHIP, INC 110 UNION, SUITE 300 SEATTLE, WA 98101 206 973 1700 SRGPARTNERSHIP.COM MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers Seattle Chicago www.mka.com 206 292 1200 th Ci = .a E CD ILL 0.E r1 (i)co � 3 Drawing Title PLANS, SECTIONS AND DETAILS Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size. Revisions 9404 East Marginal Way South, Seattle, WA No. Description Date RECEIVED CITY OF TUKWILA APR 21 2017 PERMIT CENTER Drawn by BFT Checked by RPB Date 4/19/2017 Project No Consultant Project No 76289.14 Owner Project No Drawing No S002