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HomeMy WebLinkAboutPermit D17-0326 - BOEING #13-01 - LADDER REPLACEMENT AND HOUSEKEEPING PADBOEING #13-01 NEW LADDER 10002 E MARGINAL WAY S BLDG 13-01 D17-0326 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0003400021 Permit Number: D17-0326 10002 E MARGINAL WAY S BLDG 13- 01 BOEING #13-01 NEW LADDER Issue Date: Permit Expires On: 1/2/2018 7/1/2018 Owner: Name: BOEING COMPANY THE Address: PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 Contact Person: Name: JOHN S MURDOCH Address: PO BOX 3707 MC 46-88 , SEATTLE, WA, 98124 Contractor: Name: BOEING COMPANY, THE Address: 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 License No: BOEINC*294ML Lender: Name: JOHN S MURDOCH Address: PO BOX 3707 MC 46-88 , SEATTLE, WA, 98124 Phone: (253) 350-5522 Phone: (312) 544-2535 Expiration Date: 1/18/2019 DESCRIPTION OF WORK: REPLACE LADDER & ADD NEW HOUSEKEEPING PAD Project Valuation: $7,800.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $445.94 Occupancy per IBC: F-1 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Le/iti 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 I'tor. aws regulating construction or the performance of work. I am authorized to sign and obtain this develop - ermit d agree to the onditions attached to this permit. At- .4 'is(-tiv Signatur Print Na Date:W6 mice v 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 inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 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. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: 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. 14: 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** 0301 CONCRETE SLAB 4037 SI -CAST -IN-PLACE 4046 SI-EPDXY/EXP CONC 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4025 Sl -STEEL CONST 4004 SI -WELDING CITY OF TUKYWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. pi Project No. Date Application Accepted: lek 9- ii Date Application Expires: t%1 ,. I K (For office use ont ) 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: Tenant Name: King Co Assessor's Tax No.: 10,001' E. marginal y way s Suite Number: 13-1'8 0 \ Floor: 1 Boeing co Y'0 1new cte_. New Tenant: ❑ Yes ..No PROPERTY OWNER Name: John Murdoch /Mark Clement*- Boeing co. Name: The Boeing co. John Murdoch City: Seattle State: Wa Zip: 98124 Address: PO Box 3707 MC 46-88. Email: John.s.murdoch@boeing.com City: Seattle State: Wa Zip: 98108 CONTACT PERSON — person receiving all project communication Name: John Murdoch /Mark Clement*- Boeing co. Address: Po box 3707 MC 46-88 City: Seattle State: Wa Zip: 98124 Phone: (253) 350-5522 Fax: (206) 617-2944 Email: John.s.murdoch@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: The Boeing company- John Murdoch Address: PO. Box 3707 MC 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 350-5522 Fax: Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2019 Tukwila Business License No.: H:\Applicatians\Forms-Applications On Line12011 Applications\ermit Application Revised - 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: John Murdoch Company Name: Boeing Co City: Seattle State: WA Zip: 98124 Architect Name: Scott Chin Address: PO box 3707 46-88 Cin': Seattle State: WA Zip: 98108 Phone: (206) 612-6953 Fax: 624-3775 Email: sung.yu.cho.boeing.com ENGINEER OF RECORD Name: John Murdoch Company Name: Kaufman Eng. City: Seattle State: WA Zip: 98124 Engineer Name: Emery Ojala Address: 1601 5th ave suite 900 City: Seattle State: WA Zip: 98101 Phone: (206) 623-0717 Fax: (206) 624-3775 Email: EMERYSOJALA@COFFMAN.COM LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: John Murdoch Address: PO. Box 3707 me 46-88 City: Seattle State: WA Zip: 98124 Page 1 of 4 BUILDING PERMIT INFORMATIL -.- 206-431-3670 Valuation of Project (contractor's bid price): $ 7,800 Describe the scope of work (please provide detailed information): REPLACE LADDER & ADD NEW HOUSEKEEPING PAD Will there be new rack storage? ❑ Yes Existing Building Valuation: $ ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers Z Automatic Fire Alarm 0 None 0 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 0 . On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised • 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor 30,370 500 VN f 2nd Floor e 3rd Floor I Floors thru Basement Accessory Structure* Attached Garage • Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers Z Automatic Fire Alarm 0 None 0 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 0 . On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised • 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INF4.4ATION 206-433-0179 Scope of Work (please provide detailed information): 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 0 ...Sewer Use Certificate ❑ ..Highline ❑...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .: Renton ❑ .. Seattle Septic System: O 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") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Channelization 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water O ...Permanent Water Meter Size... WO if ❑ ...Temporary Water Meter Size .. WO # O ...Water Only Meter Size WO # ❑ ...Sewer Main Extension Public ❑ Private 0 ❑ ...Water Main Extension Public ❑ Private ❑ ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) O ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City Water Meter Refund/Bi11in>;: State Zip Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\20I l Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMITAPPLICATION 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 I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER 0 UT ORIZED AGENT: Signature: Date: 12/05/2017 Print Name: Mark Clement Day Telephone: (206) 617-2944 Mailing Address: see above City H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh State Zip Page 4 of 4 rilLA1 4. O l\".�• rte=%/� GI Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $445.94 D17-0326 Address: 10002 E MARGINAL WAY S BLDG 13-01 Apn: 0003400021 $445.94 Credit Card Fee $12.99 Credit Card Fee R000.369.908.00.00 0.00 $12.99 DEVELOPMENT $420.35 PERMIT FEE R000.322.100.00.00 0.00 $252.03 PLAN CHECK FEE R000.345.830.00.00 0.00 $163.82 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $12.60 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R12949 0.00 $12.60 $445.94 Date Paid: Tuesday, December 05, 2017 Paid By: MARK CLEMENT Pay Method: CREDIT CARD 080310 Printed: Tuesday, December 05, 2017 3:54 PM 1 of 1 kf P�1 SYSTEMS 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 D l7�-O32. \ Project:&er 13 —b f Typ f Inspection: 'r)tAl la`' -5 Address: Date Called: (,-(3-zoi' Special Instructions: R t(M ,., Dateme j^l� a.m. Requeste:E Phone No: LL,,qqrr %% giApproved per applicable codes. 0J Corrections required prior to approval. COMMENTS: ot< - 'l )' poxerizvo mak-y��JN�I U Inspector: tS Date& `/2/8. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection: 3L BOEING 13-01 Refurbish AHU AH2C 13, MCC, Controls and Access Tukwila, Washington Structural Calculations November 2017 Boeing Project #W4567749 CEI Project #16I465 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2011 City of Tukwila BUILDING DIVISION RECEIVED CITU OF TUKWILA DEC 0 5 2017 PERMIT CENTER SEATTLE 1 1601 Fifth Ave., Suite 900 1 Seattle,WA 98101-1620 1 206.623.0717 www.coffman.com �COFFMAl N G I N ( E R S BOEING 13-01 REFURBISH AHU AH2C13, MCC, CONTROLS and ACCESS TUKWILA, WASHINGTON STRUCTURAL DESIGN CALCULATIONS TABLE OF CONTENTS SECTION PAGES USGS REPORT 1-7 DESIGN CRITERIA 8-9 SHIPS LADDER RISA MODEL 10-29 SHIPS LADDER CONNECTIONS 30-36 CONCRETE ANCHORS 37-41 02/17/17 13-01 AHU UPGRADE MUMS Design Maps Summary Report User -Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.51293°N, 122.29425°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output S5 = 1.514 g S1 = 0.572 g SMS = 1.514 g SM1 = 0.858 g SDS = 1.009 g SO1 = 0.572 g For information on how the SS and S1 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. 1.76 1.60 1.44 1.20 1.12 • 0.96 h 0.20 0.64 0.42 0.32 0.16 0.00 MCER Response Spectrum 1.10 0.99 0.08 0.77 a 0.66 iA 0.55 0.44 0.33 0.22 0.11 0.00 Design Response Spectrum 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.00 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.20 Period, T (sec) Period. T (sec) For PGAM, TCRS, and CR1 values, please view the detailed report. 2.00 Although this information is a product of 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. Page 1 1. 02/17/17 13-01 AHU UPGRADE USGS Design Maps Detailed Report ASCE 7-10 Standard (47.51293°N, 122.29425°W) Site Class D - "Stiff Soil", Risk Category I/II/III ;Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal ;spectral response acceleration. They have been converted from corresponding geometric ,mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. 'Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 Ell SS = 1.514 g From Figure 22-2E23 S = 0.572 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Site Class Table 20.3-1 Site Classification vs N or Nch su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 Page 2 02/17/17 13-01 AHU UPGRADE Page 3 Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS<_0.25 S5=0.50 S5=0.75 SS=1.00 SS>_1.25 A B C D E F 0.8 0.8 0.8 1.0 1.0 1.0 1.2 1.2 1.1 1.6 1.4 2.5 1.7 1.2 0.8 0.8 1.0 1.0 1.0 1.0 1.0 0.9 0.9 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.514 g, Fa = 1.000 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1<-0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1>--0.50 A B C D E F 0.8 0.8 0.8 1.0 1.0 0.8 0.8 1.0 1.0 1.7 1.6 1.5 2.4 2.0 1.0 1.4 1.3 1.8 1.6 3.5 3.2 2.8 1.5 2.4 2.4 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.572 g, F„ = 1.500 1 02/17/17 13-01 AHU UPGRADE Page 4 Equation (11.4-1): SMS = FaSs = 1.000 x 1.514 = 1.514 g Equation (11.4-2): SM1 = F„ S1 = 1.500 x 0.572 = 0.858 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SPS = % SMS = 2/3 x 1.514 = 1.009 g Equation (11.4-4): Sim =%SM1=2/3x0.858=0.572g Section 11.4.5 — Design Response Spectrum From Figure 22-12E33 TL = 6 seconds Figure 11.4-1: Design Response Spectrum T<Ta:So=Sm(0.4+0.$T/To) TTSTST$:S,=St Sas =1.009 TS<TS'TL:S,=SC,/T T > TL: SA S lTJ T2 Sal = 0.572 = = 0.113 Ts= 0.557 1.000 Period, T (sec) 02/17/17 13-01 AHU UPGRADE Page 5 Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. 0 ha 0 0 u a C 0 0. 0 rt 0 1. 0 0. Stos = 1.514 San = 0.85 To = 0.113 TS = 0.567 1.000 Period, T (sec). 02/17/17 13-01 AHU UPGRADE Page 6 Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 [4] PGA = 0.632 Equation (11.8-1): PGAM = FPGAPGA = 1.000 x 0.632 = 0.632 g Table 11.8-1: Site Coefficient FPGA Site Class Mapped MCE Geometric Mean Peak Ground Acceleration, PGA PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 0.50 A B C D E F 0.8 0.8 0.8 1.0 1.0 1.0 1.2 1.2 1.1 1.6 1.4 0.8 0.8 1.0 1.0 1.0 1.0 1.2 1.1 2.5 1.7 1.2 1.0 0.9 0.9 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.632 g, FPGA = 1.000 ;Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 [5] CRS = 0.937 From Figure 22-18 [61 CR1 = 0.919 02/17/17 Section 11.6 — Seismic Design Category 13-01 AHU UPGRADE Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF Sps RISK CATEGORY I or II III IV SDS < 0.167g A A A 0.167g 5 Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.50g <_ Sps D D D For Risk Category = I and Sps = 1.009 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF S01 RISK CATEGORY IorII III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ Sp1 < 0.20g C C D 0.20g 5 Sp1 D D D For Risk Category = I and SD1 = 0.572 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Page 7 Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earth quake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf 1 02/1 7/17 13-01 AHU UPGRADE Page 8 De4„c) co Wrs c.,. t5air 9 ric:6Y) 1 -1? -0-4).r 440094r-4.4.61.44) keztt YIt"d�, DOrsie- �COFFMAN N 6 1 N E E R S project 13 -c,1 ocatonS,/��j" C4)g)e,' client % ( (((• ��-�{ checked by date / sheet no. date job no. 02/17/17 • 13-01 AHU UPGRADE Page 9 s c--- L.) (zer C 7 - c7 �,. (3 S 5- : 1)l' (Par- USG S f(.4e-P-) 1. 2'Y2 A.0 2 `(L r5Te ss VA, ; I. � r 0 tdi S •e7 4 .3Sps (4 O.30'Jf3 r . G Spc �1r . � sc.( c tt fev- -2Sost„)r ACOFFMANNEERSI Project 157''1r sheet no. by location Sl„ eS ‘ Q,v client (70 H) date 1 /23/(7 checked job no. 02/17/17 13-01 AHU UPGRADE Page 10 X Y CEI AC 161465 Ships Ladder SK - 1 Feb 17, 2017 at 10:20 AM 161465 S 170217 Ships Ladder.r3d Page 1 02/17/17 13-01 AHU UPGRADE Page 11 Z X Y CEI AC 161465 Ships Ladder SK -2 Feb 17, 2017 at 10:20 AM 161465 S 170217 Ships Ladder.r3d Page 2 i 02/17/17 13-01 AHU UPGRADE Page 12 1 C CEI AC 161465 Ships Ladder SK -3 Feb 17, 2017 at 10:20 AM 161465 S 170217 Ships Ladder.r3d Page 3 02/17/17 13-01 AHU UPGRADE Page 13 X )x x x x x x x x x x� x x x x x x x x x x x x X x x x x x x x x x x x x X x X x x x x x x x x x x x x x x x x X x X x X x X x x x x x x x x x x x X x x x x x x x x X x x x x x x x x x x x x x x x x x CEI AC 161465 Ships Ladder SK -4 Feb 17, 2017 at 10:20 AM 161465 S 170217 Ships Ladder.r3d Page 4 02/17/17 13-01 AHU UPGRADE Page 14 -20psf -20psf X X X X X X X X X X x x x x x x x x x X x X X X X X x X X X X X X X X X X X X X X X X X X X X X X X X XX X Loads: BLC 1, DEAD • CEI AC 161465 Ships Ladder SK -5 Feb 17, 2017 at 10:20 AM 161,465 S 170217 Ships Ladder.r3d Page 5 02/17/17 13-01 AHU UPGRADE Page 15 X -100psf -100psf -100psf I! I! !I;$ 1; i!ii:i!li$ I; i! I!fi?i! 1' !(i$'1' i'1i$ I;$!fi;i! I! I; I! ii .` ! fi : I! P $ I! ii ; I! 1; $1'1! 11 '` Loads: BLC 2, LIVE rODpsf ri@tirlielDpsf 00Dpsf g9Opsf ($'flDrl9Dpsf p910psf 09Dpsf 0t3r111Dpsf rb9Dpsf §Dpsf deli eEl r, ii li IM ! ?1• 11..11 .li ,1J, 1L J:..11. : 2 CEI AC 161465 Ships Ladder SK -6 Feb 17, 2017 at 10:21 AM 161465 S 170217 Ships Ladder.r3d Page 6 02/17/17 13-01 AHU UPGRADE Page 16 X Loads: BLC 3, EQ (X) CEI AC 161465 Ships Ladder SK - 7 Feb 17, 2017 at 10:21 AM 161465 S 170217 Ships Ladder.r3d Page 7 02/17/17 13-01 AHU UPGRADE Page 17 F -Y -LZ X 10psf 10psfk% \\ \NNZ\N\NIAVihr \\ ' - '!\ ‘,.\ -,.. -,, , \ \: \, \\� \\� • �\ \ ,aa\\\ \ \♦\�\ ,\\* ate\ �\ \\\\\ \\\\` x X X x X X X X X X X X x X X x X X x X X x X X x X X x X X X X X X X X X X X X X X X x X X X X x X X X X X X x X X X x X X x X X X x X X X x X X X Loads: BLC 4, EQ (Y) x X X xat CEI AC 161465 Ships Ladder SK -8 Feb 17, 2017 at 10:21 AM 161465 S 170217 Ships Ladder.r3d Page 8 02/17/17 13-01 AHU UPGRADE Page 18 CEI Ships Ladder : Hot Rolled Steel Section Sets Label Shape T Des ian List Material Design .. 1 STRINGER C8x11.5 1 None None A36 Gr.36 Typical 3.37 1 1.31 32.5 .13 2 POST HSS4x4x4 None None 1 A500 Gr.B Rect Typical 3.37 1 7.8 7.8 12.8 3 WF W6x8.5 None None A992 Typical 2.52 1.99 14.9 .033 Joint Coordinates and Temperatures Label X Y Z [ft 1 N1 0 0 0 0 2 N2 2.5 0 0 0 3 N3 2.5 2.5 0 0 4 N4 0 2.5 0 0 5 N5 0 5 0 0 6 N6 2.5 5 0 0 7 N7 0 0 4.5 0 8 N8 2.5 0 4.5 0 9 N9 2.5 2.5 4.5 0 10 N10 0 2.5 4.5 0 11 N11 0 3.5 4.5 0 12 N12 2.5 3.5 4.5 0 13 N13 -2.5 0 9.5 0 14 N14 -3.5 0 9.5 0 15 N15 -2.5 2.5 9.5 0 16 N16 -3.5 2.5 9.5 0 17 N17 .25 0 4.5 0 18 N18 .5 0 4.5 0 19 N19 .75 0 4.5 0 20 N20 1 0 4.5 0 21 N21 1.25 0 4.5 0 22 N22 1.5 0 4.5 0 23 N23 1.75 0 4.5 0 24 N24 2 0 4.5 0 25 N25 2.25 0 4.5 0 26 N26 2.5 .25 4.5 0 27 N27 2.5 .5 4.5 0 28 N28 2.5 .75 4.5 0 29 N29 2.5 1 4.5 0 30 N30 2.5 1.25 4.5 0 31 N31 2.5 1.5 4.5 0 32 N32 2.5 1.75 4.5 0 33 N33 2.5 2 4.5 0 34 N34 2.5 2.25 4.5 0 35 N35 2.25 2.5 4.5 0 36 N36 2 2.5 4.5 0 37 N37 1.75 2.5 4.5 0 38 N38 1.5 2.5 4.5 0 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 9 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 19 Joint Coordinates and Temperatures (Continued) Label X fftl Y Z fft Tem D fF Detach From Diaphragm 39 N39 1.25 2.5 4.5 0 40 N40 1 2.5 4.5 0 41 N41 .75 2.5 4.5 0 42 N42 .5 2.5 4.5 0 43 N43 .25 2.5 4.5 0 44 N44 0. 2.25 4.5 0 45 N45 0. 2 4.5 0 46 N46 0. 1.75 4.5 0 47 N47 0. 1.5 4.5 0 48 N48 0. 1.25 4.5 0 49 N49 0. 1 4.5 0 50 N50 0. .75 4.5 0 51 N51 0. .5 4.5 0 52 N52 0. .25 4.5 0 53 N53 .25 .25 4.5 0 54 N54 .25 .5 4.5 0 55 N55 .25 .75 4.5 0 56 N56 .25 1 4.5 0 57 N57 .25 1.25 4.5 0 58 N58 .25 1.5 4.5 0 59 N59 .25 1.75 4.5 0 60 N60 .25 2 4.5 0 61 N61 .25 2.25 4.5 0 62 N62 .5 .25 4.5 0 63 N63 .5 .5 4.5 0 64 N64 .5 .75 4.5 0 65 N65 .5 1 4.5 0 66 N66 .5 1.25 4.5 0 67 N67 .5 1.5 4.5 0 68 N68 .5 1.75 4.5 0 69 N69 .5 2 4.5 0 70 N70 .5 2.25 4.5 0 71 N71 .75 .25 4.5 0 72 N72 .75 .5 4.5 0 73 N73 .75 .75 4.5 0 74 N74 .75 1 4.5 0 75 N75 .75 1.25 4.5 0 76 N76 .75 1.5 4.5 0 77 N77 .75 1.75 4.5 0 78 N78 .75 2 4.5 0 79 N79 .75 2.25 4.5 0 80 N80 1 .25 4.5 0 81 N81 1 .5 4.5 0 82 N82 1 .75 4.5 0 83 N83 1 1 4.5 0 84 N84 1 1.25 4.5 0 85 N85 1 1.5 4.5 0 86 N86 1 1.75 4.5 0 87 N87 1 2 4.5 0 88 N88 1 2.25 4.5 0 89 N89 1.25 .25 4.5 0 90 N90 1.25 .5 4.5 0 91 N91 1.25 .75 4.5 0 92 N92 1.25 1 4.5 0 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 10 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 20 Joint Coordinates and Temperatures (Continued) Label X !ftl Y Z fft Tem o f F Detach From Diaoh 93 N93 1.25 1.25 4.5 0 94 N94 1.25 1.5 4.5 0 95 N95 1.25 1.75 4.5 0 Reaction 96 N96 1.25 2 4.5 0 Reaction 97 N97 1.25 2.25 4.5 0 Reaction 98 N98 1.5 .25 4.5 0 N6 99 N99 1.5 .5 4.5 0 7 100 N100 1.5 .75 4.5 0 101 N101 1.5 1 4.5 0 102 N102 1.5 1.25 4.5 0 103 N103 1.5 1.5 4.5 0 104 N104 1.5 1.75 4.5 0 105 N105 1.5 2 4.5 0 106 N106 1.5 2.25 4.5 0 107 N107 1.75 .25 4.5 0 108 N108 1.75 .5 4.5 0 109 N109 1.75 .75 4.5 0 110 N110 1.75 1 4.5 0 111 N111 1.75 1.25 4.5 0 112 N112 1.75 1.5 4.5 0 113 N113 1.75 1.75 4.5 0 114 N114 1.75 2 4.5 0 115 N115 1.75 2.25 4.5 0 116 N116 2 .25 4.5 0 117 N117 2 .5 4.5 0 118 N118 2 .75 4.5 0 119 N119 2 1 4.5 0 120 N120 2 1.25 4.5 0 121 N121 2 1.5 4.5 0 122 N122 2 1.75 4.5 0 123 N123 2 2 4.5 0 124 N124 2 2.25 4.5 0 125 1 N125 2.25 .25 4.5 0 126 N126 2.25 .5 4.5 0 127 N127 2.25 .75 4.5 0 128 N128 2.25 1 4.5 0 129 N129 2.25 1.25 4.5 0 130 N130 2.25 1.5 4.5 0 131 N131 2.25 1.75 4.5 0 132 N132 2.25 2 4.5 0 133 N133 2.25 2.25 4.5 0 Joint Boundary Conditions Joint Label X Ik/in Y Ik/in Z fk/in X Rot.[k-ft/radl Y Rot.(k- - 1 N2 Reaction Reaction Reaction Reaction 2 N3 Reaction Reaction Reaction Reaction 3 N4 Reaction Reaction Reaction Reaction 4 N1 Reaction Reaction Reaction Reaction 5 N5 Reaction Reaction Reaction 6 N6 Reaction Reaction Reaction 7 N14 Reaction Reaction Reaction 8 N16 Reaction Reaction Reaction RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 11 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 21 Member Primary Data Label I Joint J Joint K Joint Rotate(d Section/Sha Tvpe Des in List Material 1 M1 N1 N7 POST None None A500Gr.B..1 Typical 2 M2 N2 N8 M2 POST POST None None A500 Gr. 1E3 .. Typical 3 M3 N4 N10 Lateral POST None None A500 Gr.B .. Typical 4 M4 N3 N9 1 M4 POST None None A500 Gr.B .. Typical 5 M5 N7 N10 5 M5 WF None None A992 Typical 6 M6 N8 N9 6 M6 WF None None A992 Typical 7 M7 N7 N8 7 M7 WF None None A992 Typical 8 M8 N10 N9 8 M8 WF None None A992 Typical 9 M9 N14 N13 9 M9 STRINGER None None A36 Gr.36 Typical 10 M10 N13 N7 10 M10 STRINGER None None A36 Gr.36 Typical 11 M11 N16 N15 11 M11 STRINGER None None A36 Gr.36 Typical 12 M12 N15 N10 12 M12 STRINGER None None A36 Gr.36 Typical 13 M13 N10 N11 13 M13 STRINGER None None A36 Gr.36 Typical 14 M14 N11 N5 14 M14 STRINGER None None A36 Gr.36 Typical 15 M15 N9 N12 15 M15 STRINGER None None A36 Gr.36 Typical 16 M16 N12 N6 16 M16 STRINGER None None A36 Gr.36 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Analysis Offsel[in Inactive Seismic Desia... 1 M1 POST 4.5 Yes None 2 M2 2 M2 POST 4.5 Yes None 3 M3 Lateral 3 M3 POST Yes None 4 1 M4 Lateral 4 Yes POST 4.5 None 5 M5 BenPIN BenPIN Yes 5 M5 None 6 M6 BenPIN BenPIN Yes Lateral None 7 M7 BenPIN BenPIN Yes None 8 M8 BenPIN BenPIN 2.5 Yes None 9 M9 Lateral 8 M8 WF 2.5 Yes None 10 M10 BenPIN Lateral 9 M9 Yes 1 None 11 M11 Lateral Yes M10 STRINGER None 12 M12 BenPIN Yes Lateral 11 None 13 M13 BenPIN Yes None 14 M14 STRINGER 5.59 Yes None 15 M15 BenPIN Yes None 16 M16 Yes None Hot Rolled Steel Design Parameters Label Shape Length.. Lb Lbzz Lcomp to ft Lcomp bo...L-tor... Kvv Kzz Cb Funct... 1 M1 POST 4.5 Lateral 2 M2 POST 4.5 Lateral 3 M3 POST 4.5 Lateral 4 M4 POST 4.5 Lateral 5 M5 WF 2.5 Lateral 6 M6 WF 2.5 Lateral 7 M7 WF 2.5 Lateral 8 M8 WF 2.5 Lateral 9 M9 STRINGER 1 Lateral 10 M10 STRINGER 5.59 Lateral 11 M11 STRINGER 1 Lateral 12 M12 STRINGER 5.59 Lateral RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 12 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 22 Hot Rolled Steel Design Parameters (Continued) Label Shape Length... Lb ft Lbzz Lcomp topfftl Lcomp bo...L-tor... Kw Kzz Cb Funct 13 M13 STRINGER 1 N53 N52 gen Steel .25 2 P3 N52 N53 Lateral 14 M14 STRINGER 4.743 P4 N51 N54 N55 N50 gen Steel .25 4 Lateral 15 M15 STRINGER 1 gen Steel .25 5 P6 N49 N56 N57 N48 Lateral 16 M16 STRINGER 4.743 N57 N58 N47 gen Steel .25 7 P8 N47 Lateral Plate Primary Data Label A Joint B Joint C Joint D Joint Material 1 P2 N7 N17 N53 N52 gen Steel .25 2 P3 N52 N53 N54 N51 gen Steel .25 3 P4 N51 N54 N55 N50 gen Steel .25 4 P5 N50 N55 N56 N49 gen Steel .25 5 P6 N49 N56 N57 N48 gen Steel .25 6 P7 N48 N57 N58 N47 gen Steel .25 7 P8 N47 N58 N59 N46 gen Steel .25 8 P9 N46 N59 N60 N45 gen Steel .25 9 P10 N45 N60 N61 N44 gen Steel .25 10 P11 N44 N61 N43 1 N10 gen Steel .25 11 P12 N17 N18 N62 N53 gen Steel .25 12 P13 N53 N62 N63 N54 gen Steel .25 13 P14 N54 N63 N64 N55 gen Steel .25 14 P15 N55 N64 N65 N56 gen Steel .25 15 P16 N56 N65 N66 N57 gen Steel .25 16 P17 N57 N66 N67 N58 gen Steel .25 17 P18 N58 N67 N68 N59 gen Steel .25 18 P19 N59 N68 N69 N60 gen Steel .25 19 P20 N60 N69 N70 N61 gen Steel .25 20 P21 N61 N70 N42 N43 gen Steel .25 21 P22 N18 N19 N71 N62 gen Steel .25 22 P23 N62 N71 N72 N63 gen Steel .25 23 P24 N63 N72 N73 N64 gen Steel .25 24 P25 N64 N73 N74 N65 gen Steel .25 25 P26 N65 N74 N75 N66 gen Steel .25 26 P27 N66 N75 N76 N67 gen Steel .25 27 P28 N67 N76 N77 N68 gen Steel .25 28 P29 N68 N77 N78 N69 gen Steel .25 29 P30 N69 N78 N79 N70 gen Steel .25 30 P31 N70 N79 N41 N42 gen Steel .25 31 P32 N19 N20 N80 N71 gen Steel .25 32 P33 N71 N80 N81 N72 gen Steel .25 33 P34 N72 N81 N82 N73 gen Steel .25 34 P35 N73 N82 N83 N74 gen Steel .25 35 P36 N74 N83 N84 N75 gen Steel .25 36 P37 N75 N84 N85 N76 gen Steel .25 37 P38 N76 N85 N86 N77 gen Steel .25 38 P39 N77 N86 N87 N78 gen Steel .25 39 P40 N78 N87 N88 N79 gen Steel .25 40 P41 N79 N88 N40 N41 gen Steel .25 41 P42 N20 N21 N89 N80 gen Steel .25 42 P43 N80 N89 N90 N81 gen Steel .25 43 P44 N81 N90 N91 N82 gen Steel .25 44 P45 N82 N91 N92 N83 gen Steel .25 45 P46 N83 N92 N93 N84 gen Steel .25 46 P47 N84 N93 N94 N85 gen Steel .25 RISA -3D Version 15.0.0 [P \...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 13 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 23 Plate Primary Data (Continued) Label A Joint B Joint C Joint D Joint Material 47 P48 N85 N94 N95 N86 gen Steel .25 48 P49 N86 N95 N96 N87 gen Steel .25 49 P50 N87 N96 N97 N88 gen Steel .25 50 P51 N88 N97 N39 N40 gen Steel .25 51 P52 N21 N22 N98 N89 gen Steel .25 52 P53 N89 N98 N99 N90 gen Steel .25 53 P54 N90 N99 N100 N91 gen Steel .25 54 P55 N91 N100 N101 N92 gen Steel .25 55 P56 N92 N101 N102 N93 gen Steel .25 56 P57 N93 N102 N103 N94 gen Steel .25 57 P58 N94 N103 N104 N95 gen Steel .25 58 P59 N95 N104 N105 N96 gen Steel .25 59 P60 N96 N105 N106 N97 gen Steel .25 60 P61 N97 N106 N38 N39 gen Steel .25 61 P62 N22 N23 N107 N98 gen Steel .25 62 P63 N98 N107 N108 N99 gen Steel .25 63 P64 N99 N108 N109 N100 gen Steel .25 64 P65 N100 N109 N110 N101 gen Steel .25 65 P66 N101 N110 N111 N102 gen Steel .25 66 P67 N102 N111 N112 N103 gen Steel .25 67 P68 N103 N112 N113 N104 gen Steel .25 68 P69 N104 N113 N114 N105 gen Steel .25 69 P70 N105 N114 N115 N106 gen Steel .25 70 P71 N106 N115 N37 N38 gen Steel .25 71 P72 N23 N24 N116 N107 gen Steel .25 72 P73 N107 N116 N117 N108 gen Steel .25 73 P74 N108 N117 N118 N109 gen Steel .25 74 P75 N109 N118 N119 N110 gen Steel .25 75 P76 N110 N119 N120 N111 gen Steel .25 76 P77 N111 N120 N121 N112 gen Steel .25 77 P78 N112 N121 N122 N113 gen Steel .25 78 P79 N113 N122 N123 N114 gen Steel .25 79 P80 N114 N123 N124 N115 gen Steel .25 80 P81 N115 N124 N36 N37 gen Steel .25 81 P82 N24 N25 N125 N116 gen Steel .25 82 P83 N116 N125 N126 N117 gen Steel .25 83 P84 N117 N126 N127 N118 gen Steel .25 84 P85 N118 N127 N128 N119 gen Steel .25 85 P86 N119 N128 N129 N120 gen Steel .25 86 P87 N120 N129 N130 N121 gen Steel .25 87 P88 N121 N130 N131 N122 gen Steel .25 88 P89 N122 N131 N132 N123 gen Steel .25 89 P90 N123 N132 N133 N124 gen Steel .25 90 P91 N124 N133 N35 N36 gen Steel .25 91 P92 N25 N8 N26 N125 gen Steel .25 92 P93 N125 N26 N27 N126 gen Steel .25 93 P94 N126 N27 N28 N127 gen Steel .25 94 P95 N127 N28 N29 N128 gen Steel .25 95 P96 N128 N29 N30 N129 gen Steel .25 96 P97 N129 N30 N31 N130 gen Steel .25 97 P98 N130 N31 N32 N131 gen Steel .25 98 P99 N131 N32 N33 N132 gen Steel .25 99 P100 N132 N33 N34 N133 gen Steel .25 100 P101 N133 N34 N9 N35 gen Steel .25 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 14 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 24 Plate Advanced Data Label A Release B Release C Release D Release Inactive Plane Stress 1 P2 2 P3 3 P4 4 P5 5 P6 6 P7 7 P8 8 P9 9 P10 10 P11 11 P12 12 P13 13 P14 14 P15 15 P16 16 P17 17 P18 18 P19 19 P20 20 P21 21 P22 22 P23 23 P24 24 P25 25 P26 26 P27 27 P28 28 P29 29 P30 30 P31 31 P32 32 P33 33 P34 34 P35 35 P36 36 P37 37 P38 38 P39 39 P40 40 P41 41 P42 42 P43 43 P44 44 P45 45 P46 46 P47 47 P48 48 P49 49 P50 50 P51 51 P52 52 P53 53 P54 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 15 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 25 Plate Advanced Data (Continued) Label A Release B Release C Release D Release Inactive 54 P55 N5 N11 N12 Z A -B -20 55 P56 N11 N10 N9 Z A -B -20 56 P57 N14 N13 N15 Z A -B -20 57 P58 58 P59 59 P60 60 P61 61 P62 62 P63 63 P64 64 P65 65 P66 66 P67 67 P68 68 P69 69 P70 70 P71 71 P72 72 P73 73 P74 74 P75 75 P76 76 P77 77 P78 78 P79 79 1 P80 80 P81 81 P82 82 P83 83 P84 84 P85 85 P86 86 P87 87 P88 88 P89 89 P90 90 P91 91 P92 92 P93 93 P94 94 P95 95 P96 96 P97 97 P98 98 P99 99 P100 100 P101 Member Area Loads (BLC 1: DEAD) Joint A Joint B Joint C Joint D Direction Distribution Magnitude 1 N6 N5 N11 N12 Z A -B -20 2 N12 N11 N10 N9 Z A -B -20 3 N16 N14 N13 N15 Z A -B -20 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 16 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 26 Member Area Loads (BLC 1: DEAD) (Continued) 4 Joint A Joint B Joint C Joint D Direction Distribution Magnitude Z A -B N15 N13 N7 N10 -20 Member Area Loads (BLC 2 : LIVE) Joint A Joint B Joint C Joint D Direction 1 N6 N5 N11 N12 Z A -B -100 2 N12 N11 N10 N9 Z A -B -100 3 N16 N14 N13 N15 Z A -B -100 4 N15 N13 N7 N10 Z A -B -100 Member Area Loads (BLC 3 : EQ (X)) Joint A Joint B Joint C Joint D Direction s 1 1 N6 N5 N11 N12 X A -B 10 2 I N12 N11 N10 N9 X A -B 1 10 3 N16 N14 N13 N15 1 X A -B 1 10 4 N15 N13 N7 N10 X A -B 1 10 Member Area Loads (BLC 4 : EQ (Y)) Joint A Joint B Joint C Joint D Direction 1 N6 N5 N11 N12 Y A -B 10 r 2 N12 N11 N10 N9 Y A -B 10 3 N16 N14 N13 N15 Y A -B 10 4 N15 N13 N7 N10 Y A -B 10 Plate Surface Loads (BLC 2 : LIVE) Plate Label Direction 1 P2 Z -100 2 P3 Z -100 3 P4 Z -100 4 P5 Z -100 5 P6 Z -100 6 P7 Z -100 7 P8 Z -100 8 P9 Z -100 9 P10 Z -100 10 P11 Z -100 11 P12 Z -100 12 P13 Z -100 13 P14 Z -100 14 P15 Z -100 15 P16 Z -100 16 P17 Z -100 17 P18 Z -100 18 1 P19 Z -100 19 P20 Z -100 20 P21 Z -100 21 P22 Z -100 22 P23 Z -100 23 P24 Z -100 24 P25 Z -100 25 P26 Z -100 26 P27 Z -100 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 17 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 27 Plate Surface Loads (BLC 2 : LIVE) (Continued) Plate Label Direction Matin itude f asf 27 P28 Z -100 28 P29 Z -100 29 P30 Z -100 30 P31 Z -100 31 P32 Z -100 32 P33 Z -100 33 P34 Z -100 34 P35 Z -100 35 P36 Z -100 36 P37 Z -100 37 P38 Z -100 38 P39 Z -100 39 P40 Z -100 40 P41 Z -100 41 P42 Z -100 42 P43 Z -100 43 P44 Z -100 44 P45 Z -100 45 P46 Z -100 46 P47 Z -100 47 P48 Z -100 48 P49 Z -100 49 P50 Z -100 50 P51 Z -100 51 P52 Z -100 52 P53 Z -100 53 P54 Z -100 54 P55 Z -100 55 P56 Z -100 56 P57 Z -100 57 P58 Z -100 58 P59 Z -100 59 P60 Z -100 60 P61 Z -100 61 P62 Z -100 62 P63 Z -100 63 P64 Z -100 64 P65 Z -100 65 P66 Z -100 66 P67 Z -100 67 P68 Z -100 68 P69 Z -100 69 P70 Z -100 70 P71 Z -100 71 P72 Z -100 72 P73 Z -100 73 P74 Z -100 74 P75 Z -100 75 P76 Z -100 76 P77 Z -100 77 P78 Z -100 78 P79 Z -100 79 P80 Z -100 80 P81 Z -100 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 18 02/17/17 CEI 13-01 AHU UPGRADE Ships Ladder : Page 28 Plate Surface Loads (BLC 2 : LIVE) (Continued) Plate Label Direction MatinitudefDsf 81 P82 Z -100 82 P83 Z -100 83 P84 Z -100 84 P85 Z -100 85 P86 Z -100 86 P87 Z -100 87 P88 Z -100 88 P89 Z -100 89 P90 Z -100 90 P91 Z -100 91 P92 Z -100 92 P93 Z -100 93 P94 Z -100 94 P95 Z -100 95 P96 Z -100 96 P97 Z -100 97 P98 Z -100 98 P99 Z -100 99 P100 Z -100 100 P101 Z -100 Basic Load Cases BLC Descriation Cate or X G.. Y G.. Z G... Joint Point Distributed Area(Memb...Surface(Plate/ 1 DEAD DL Y -1 1 4 2 LIVE LL 4 100 3 EQ (X) ELX .48 L Y LL 4 4 EQ (Y) ELY .48 4 5 BLC 1 Transient Area L. None 3 EQ (X) 8 Y 6 BLC 2 Transient Area L. None 8 7 BLC 3 Transient Area L. None 8 4 8 BLC 4 Transient Area L..1 None Y E.. 1 8 Load Combinations Des criotion Solve P... SR...B...Fa...BLC Fa... BLC Fac..B... Fac..B...Fa...BLC Fa..B...Fa..B...Fa..B...Fa..B...Fa.. 1 D Y DL 1 2 L Y LL 1 3 EQ (X) Y E.. 1 4 EQ (Y) Y E.. 1 5 SERVICE Y 6 D Y DL 1 7 D+L Y DL 1 LL 1 8 STRENGTH Y 9 IBC 16-1 Yes Y DL 1.4 10 IBC 16-2 (a) Yes Y DL 1.2 LL 1.6 LLS 1.6 11 IBC 16-5 (a) Yes Y DL 1.2 Sds.. .2 ELX 1 LL .5 L... 1 12 IBC 16-5 (b) Yes Y DL 1.2 Sds.. .2 ELY 1 LL .5 L.. 1 13 IBC 16-5 (c) Yes Y DL 1.2 Sds.. .2 ELX -1 LL .5 L.. 1 14 IBC 16-5 (d) Yes Y DL 1.2 Sds.. .2 ELY -1 LL .5 L... 1 15 IBC 16-7 (a) Yes Y DL .9 Sds.. -.2 ELX 1 16 IBC 16-7 (b) Yes Y DL .9 Sds.. -.2 ELY 1 17 IBC 16-7 (c) Yes Y DL .9 Sds.. -.2 ELX -1 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170217 Ships Ladder.r3d] Page 19 OZ a6ed [P£i'JOPPel SONS LLZOL6 S 5917494\VSla"1"1"'\"'\"'\"'\:dl 0'0'96 uo!sJan a -VSl2i q4-1.1-1 17841. 1.00.92 E9E'£ 881:601. 9017'0L 01. A £17L17 900' 64 L80.1. E170' 9'14X90 941N 91. q4 -1H 2491. 100'93 E9E'£ 981'601. 6L0101. Cl. A 0 Z84' 174 1. 640 914X83 94W 91. cll.-Mt/A:1. 400.9Z E9E'£ 884604 9017'OL 01. A £171117 800' E4 9£41 £170' 914X93 1741N 174 c11. -1,H 39' 4 1.00'9Z NET 981'601 6L0101. 1.1. A 0 Z81; 174 4 ZZO' 9.14x80 MN W E 4 q4-11-1 4171.1 4Z0'9Z ESE'£ 891'601 49£'69 174 A 69'9 660' 31. 9W3 6E0' 914X90 3417 31. q4 -1H Z891 1.00'93 ESE'£ 88.604 6L0101. 01. A 0 OZO' 31. 1. 830' 9'14)(90 4 417 14 44-11-1 Et4. 1780.9Z £9£'£ 89V604 49E'6S 31. A 69'9 860' 174 61.37 0170' 911.x90 0417 01. q. -1.H 9991 400'92 E9E'£ 88V604 6L010. 04 A 0 1.30' 174 6 830' 9'44X83 617 6 c11. -1.H 1L1.1 17L6'0Z 9179'9 17'£4 4 £EE to. 01. A 0 L170. 01. 93' 4 900' S'8X9M 81A1 8 cll.-LH L 6' 4 17L6'03 9179'9 17'£4 4 88E1701. 01. A 0 1.90' 01. 93' 4 900' S'8X9M LW L q 4-4H LI: 4 17L6 'OZ 9179'9 17'£4 4 ££E17o4 01. A SZ 1.90' 01. 93' 4 900' S8X9M 91N 9 q1. -4H 4141 17L6'0Z 9179'9 17'£4 4 EEE.to. 01. A 9'3 6170' 01. 93.1. 900' 9'8X9M 91N S q1. -1•H L991. 1.94'94 1.94'91. 81.9'6£4 1.91.924 E4 z 917 400' £4 91 800' IXjXtSSH 1717 17 *q4-1,HL991. 484'91. 484'91. 81.9'6£4 1.81.8Z1. 174 /\ 917 1700' 01. 0 1740 tXiX17SSH £W E q1 -1•H L991 484'91. 494'91. 81.9'6£1 484'824 174 A 0 000' 01. 9117 900' tX17X,SSH MN Z .g1-LHL991 484'94 1.84'91. 919'6£4 181.8Z4 Z4 A 94 1700' 01. 0 040' tXtXtsSH 417 1. u go ...-z uw*!yd...-n MIA .. lud*!4o ...ud*!4o 01 -1!a 114Joo1 -ego Jeoq 31 UjJool ...y3 epo3 edegg •-gwew walla epo3 ,eejS Gdd7 = (01b-09£)ipfl oSIV edoienu3 ed..g..ed..g..ed..g ed 8 ed 018...ed...g..3ed 8 oed 018 ...ed 018...ed"8.115 ...d eAIoS uo!;duo saa (panuquo3) suopeu►giuo3 peo7 6Z abed Appel sd!4S 3CVbSdfl f1Hv 40-51. 130 1.4/. 120 4- "'*w0 Z'- ..SPS 6' 10 J1. sOJl (P -so) L-91. 081 9Z 4- ...*wo 3'- • sPS 6' 10 J. saJ (3-90) L-91. 081 SZ 4 ...*wo 3'- ,"sPs 6' 10 A sail (q -so) L-91. 081 173 4 ...*w0 Z'-' -sPs 6' 10 A sail (e -so) L-91. 081 EZ 1. "-1 S' 11 4- ...*wo Z. ..sps Z•1.10 J1. soil (P -so) 9-91. 081 ZZ 1. ...1 S' 11 4- ...*w0 3' ' -sps Z 4 la J1. sai (0 -so) 9-91. 081 1.3 1. ---1 S' 11 4 ...*wo Z' ..SPS Z1,1a J. seA (q -so) 9-91. 081 OZ 1. ...1 S' ll 6 ...*wo 3' ..sPS 2'410 A seA (e -so) 9-91. 081 61. 1.- K13 Z'- -sPS 6' la A sail (P) L-91. 081 81. ed..g..ed..g..ed..g ed 8 ed 018...ed...g..3ed 8 oed 018 ...ed 018...ed"8.115 ...d eAIoS uo!;duo saa (panuquo3) suopeu►giuo3 peo7 6Z abed Appel sd!4S 3CVbSdfl f1Hv 40-51. 130 1.4/. 120 02/1 7/17 13-01 AHU UPGRADE Page 30 (2-k ( AJ °' (E) WFi3r Zoo (-a�-d. J rtt3A--, ACOFFMANNEERS Project '-c71 , location cot, ; ,os- client (3? by Alt' date 1 /6, t sheet no. checked date job no. 02/17/17 13-01 AHU UPGRADE Member: M17 Shape: L3X3X6 Material: A36 Gr.36 Length: .542 ft I Joint: N135 J Joint: N134 LC 1: D Code Check: 0.167 (bending) Report Based On 97 Sections Dy -.002 at O ft in Dz -.001 at 0 ft in A k Vy -.7 at 0 ft -.704 at .542 ft k Vz k T k -ft Mz' .269 at .542 ft k -ft My' -.269 at .542 ft k -ft fa ksi 5.663 at .542 ft 411141 fc ksi 6.849 at .542 ft ft ksi AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check Location Equation Bending Flange Bending Web Fy 36 ksi phi*Pnc 67.915 k phi*Pnt 68.364 k phi*Mny' 2.307 k -ft phi*Mnz' 5.322 k -ft phi*Vny 21.87 k phi*Vnz 21.87 k Cb 1.668 0.167 .542 ft H2-1 Compact Compact Lb KUr Max Shear Check Location Max Defl Ratio Compression Flange Compression Web y -y' .542 ft 11.188 z -z' .542 ft 5.655 L Comp Flange .542 ft L -torque .542 ft Tau_b 1 0.032 (y) .542 ft L/2593 Non -Slender Non -Slender Page 31 D2/17/17 13-01 AHU UPGRADE Page 32 W10x39 2 a"%11 CEI AC 161465 Existing WF beam analysis SK - 1 Jan 23, 2017 at 5:14 PM 161465 S 170120 E WF beam.r3d Page 1 02/17/17 13-01 AHU UPGRADE Page 33 X. 1Y Loads: BLC 1, DEAD Irl -2001b -2001b -212 ISIb/ft ,i CEI AC 161465 Existing WF beam analysis SK -2 Jan 23, 2017 at 5:15 PM 161465 S 170120 E WF beam.r3d Page 2 02/17/17 13-01 AHU UPGRADE Page 34 X. L! Y A Loads: BLC 2, LIVE T; j1 L. I A, tAlt, iVit -5001b II V f 'J IA/\IN -5001b CEI AC 161465 Existing WF beam analysis SK - 3 Jan 23, 2017 at 5:16 PM 161465 S 170120 E WF beam.r3d Page 3 02/17/17 CEI 13-01 AHU UPGRADE Existing WF beam analysis : Page 35 Joint Coordinates and Temperatures Label X Y Z Ift T 1 1 N1 0 0 0 0 Reaction 2 N2 23.5 0 0 0 Reaction Joint Boundary Conditions Joint Label X /in Y Ik/in Z X Rot.[k-ft/radl Y Rot.[k-ft/radl Z Rot.Ik-ft/r 1 N1 1 Reaction Reaction Reaction 1 Reaction Reaction Reaction 2 N2 1 Reaction Reaction Reaction Reaction Reaction Reaction Member Primary Data Label 1 Joint J Joint K Joint Rotate(deg) 1 M1 N1 1 N2 1 Section/Shape Type Design List Material Design Rules (Beam Wide Flange A992 W10x39 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Analysis Offset[in] Inactive Seismic Desig... 1 I M1 BenPIN BenPIN Yes None Hot Rolled Steel Design Parameters Label Shape Length... Lb yy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bo...L-tor... Kyy Kzz Cb Funct... 1 M1 W10x39 1 23.5 1 5.5 Lbyy Lateral Basic Load Cases BLC Description Category 1 DEAD DL X G...Y G...Z G... Joint Point Distributed Area(Memb...Surface(Plate/... -1 2 1 2 LIVE LL 2 1 Load Combinations Description Solve P... SR...B...Fa...BLC Fa... BLC Fac.. B... Fac.. B... Fa...BLC Fa.. B...Fa.. B...Fa.. B.. Fa.. B.. Fa... 1 D Yes Y DL 1 2 D+L Yes Y DL 1 LL 1 Member Distributed Loads (BLC 1: DEAD) Member Label Direction Start Magnitude[lb/ft,F] End Magnitude[Ibf..Start Loca... End Location[ft,% 1 1 M1 Z -212.5 -212.5 0 0 Member Distributed Loads (BLC 2 : LIVE) Member Label Direction Start Magnitude[Ib/ft,F] End Magnitude[Ib/f.. Start Loca... End Location[ft,% 1 1 M1 1 Z 1 -850 -850 0 0 RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170120 E WF beam.r3d] Page 4 02/17/17 CEI 13-01 AHU UPGRADE Existing W F beam analysis : Page 36 Member Point Loads (BLC 1: DEAD) Member Label Direction Maanitudeflb.k-ft Location 1 M1 Z -200 1 2 M1 Z -200 3.5 Member Point Loads (BLC 2 : LIVE) Member Label Direction Maanitudeflb.k-ft 0 1 M1 Z -500 1 2 M1 Z -500 3.5 Envelope AISC 14th(360-10): ASD Steel Code Checks 1 Memb... Shape Code Ch... Loc[ft] LC Shear Che... Loc[ftl Dir LC Pnc/o... Pnt/om [..Mnyy/om ...Mnzz/om... Cb Eqn .227 1 0 1 y 2 250036..1344311..4 42.914 1116.766 M1 1 W10x39 1 .665 1 11.75 1 2 1 H1 -1b RISA -3D Version 15.0.0 [P:\...\...\...\...\...\...\RISA\161465 S 170120 E WF beam.r3d] Page 5 02/17/17 13-01 AHU UPGRADE Page 37 a.. - G s4-rv\ - W 13)e3x.� qt.,-�-. 600 *r- ) .Jt. h.rz_ri poste. tc moi 3 p`°hJrk 43.-7F 'Zt`4C 3 ) ACOFFMAN N G I N E E R S project 13'-c by r' location 6.`N`p.-A406°' date /7?-ol sheet no. client 0+'1.. checked date job no. 02/17/17 13-01 AHU UPGRADE Pa•e 38 www.hilti.us Profis Anchor 2.7.1 Company: Coffman Engineers Specifier: Austin Cudworth Address: 1601 5th Ave #900 Phone I Fax: 206-521-0742 1 E -Mail: cudworth@coffman.com Page: Project: Sub -Project I Pos. No.: Date: 1/23/2017 Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth: haf,ad = 3.250 in., hnom = 3.625 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 6/1/2016 1 5/1/2017 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. Anchor plate: lx x ly x t = 7.500 in. x 7.500 in. x 0.375 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC); (L x W x T) = 3.000 in. x 3.000 in. x 0.250 in. Base material: cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.lb] Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 02/17/17 13-01 AHU UPGRADE Pa•e 39 1!111�T'1 www.hilti.us Profis Anchor 2.7.1 Company: Coffman Engineers Page: Specifier: Austin Cudworth Project: Address: 1601 5th Ave #900 Sub -Project I Pos. No.: Phone I Fax: 206-521-0742 1 Date: E -Mail: cudworth@coffman.com 2 1/23/2017 2 Proof I Utilization (Governing Cases) Loading Tension Shear Proof Concrete Breakout Strength Loading Combined tension and shear loads 13N Design values [Ib] Utilization Load Capacity PN / 13v [%] Status 1000 6506 16 / - OK -/- I v Utilization pm/ [%] Status 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 02/17/17 13-01 AHU UPGRADE Pa a 40 www.hilti.us Profis Anchor 2.7.1 Company: Coffman Engineers Specifier: Austin Cudworth Address: 1601 5th Ave #900 Phone I Fax: 206-521-0742 1 E -Mail: cudworth@coffman.com Page: Project: Sub -Project I Pos. No.: Date: 1 1/23/2017 Specifiers comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth: hef,act = 3.250 in., hnom = 3.625 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 6/1/20161 5/1/2017 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. Anchor plate: Ix x ly x t = 3.000 in. x 3.000 in. x 0.375 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fc' = 3000 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.lb] co Z 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 02/17/17 13-01 AHU UPGRADE Pa a 41 n�lllllallln www.hilti.us Profis Anchor 2.7.1 Company: Coffman Engineers Page: Specifier: Austin Cudworth Project: Address: 1601 5th Ave #900 Sub -Project 1 Pos. No.: Phone I Fax: 206-521-0742 I Date: E -Mail: cudworth@coffman.com 2 1/23/2017 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity IN' tiv [%] Status Tension Pullout Strength 1500 2625 58 / - OK Shear Steel Strength 1000 3572 - / 28 OK Loading 13N PV Utilization DN,V Fe] Status Combined tension and shear loads 0.571 0.280 5/3 52 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6/1/2018 City of Tukwila Department of Community Development MARTIN PROBST PO BOX 3707; M/C: 46-208 SEATTLE, WA 98124 RE: Permit No. D17-0326 BOEING #13-01 NEW LADDER 10002 E MARGINAL WAY S BLDG 13-01 Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 7/1/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 7/1/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, ac ell ley Permit Technicia File No: D17-0326 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0326 DATE: 12/06/17 PROJECT NAME: BOEING #13-01 NEW LADDER SITE ADDRESS: 10002 E MARGINAL WAY S BLDG 13-01 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A3 MKG l'(4(I1 Building Division QOM Nle I*ti, Public Works M \ APMPS P l2- Fire Prevention gm Planning Division Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/07/17 Structural Review Required REVIEWERcS INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/04/18 Approved Corrections Required ❑ Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWERQS INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 BOEING COMPANY, THE Washington State Department of Labor & Industries Home Espafiol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 9 A -Z Index Help My LRI Workplace Rights Trades & Licensing BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. BOEINC*294ML Effective — expiration 07/1311971— 01/18/2019 Bond Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE FEDERAL INS CO Bond account no. 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Until Canceled Insurance Ace American Insurance Company $10,000,000.00 Policy no. HDOG27870442 Received by L&I Effective date 10/06/2017 10/01/2017 Expiration date 10/01/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. 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 700,216-00 Doing business as BOEING COMPANY THE Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 07131/2017 Inspection no. 317945013 Location 3003 W Casino Rd Everett, WA 98203 No violations Page 2 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE Page 3 of 9 Inspection results date 07/07/2017 Inspection no. 317945444 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 05/10/2017 Inspection no. 317944514 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 04/21/2017 Inspection no. 317944148 Location 737 Logan Ave. N. Renton, WA 98055 Violations Inspection results date 03/14/2017 Inspection no. 317943931 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 10/13/2016 Inspection no. 317940860 Location 7755 E. Marginal Way Seattle, WA 98108 No violations Inspection results date 10/04/2016 Inspection no. 317942065 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 09/09/2016 Inspection no. 317941079 Location 2400 Perimeter Rd Auburn, WA 98001 No violations Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE Inspection results date 06/01/2016 Inspection no. 317940136 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 03/25/2016 Inspection no. 317939415 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 03/07/2016 Inspection no. 317939171 Location 2400 Perimeter Rd Auburn, WA 98001 No violations Inspection results date 02/24/2016 Inspection no. 317938546 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 12/16/2015 Inspection no. 317937871 Location 701 1st Avenue North Algona, WA 98001 No violations Inspection results date 07/30/2015 Inspection no. 317936638 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 07/27/2015 Inspection no. 317936709 Location 700 15th St SW Auburn, WA 98002 No violations Inspection results date 07/01/2015 No violations Page 4 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE Inspection no. 317936252 Location 18001 Canyon Road E Puyallup, WA 98371 Inspection results date 06/15/2015 Inspection no. 317935564 Location 18001 Canyon Rd E Puyallup, WA 98373 No violations Inspection results date 03/17/2015 Inspection no. 317613784 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 01/29/2015 Inspection no. 317615136 Location 17-06 Bldg. Auburn, WA 98001 No violations Inspection results date 12/24/2014 Inspection no. 317583854 Location 2400 Perimeter Rd Auburn, WA 98001 No violations Inspection results date 12/05/2014 Inspection no. 317607786 Location 800 N. 6th St Renton, WA 98055 Violations Inspection results date 11/19/2014 Inspection no. 317382018 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 11/13/2014 Inspection no. 317606580 No violations Page 5 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE Location 7742 East Marginal Way S Seattle, WA 98108 Inspection results date 11/06/2014 Inspection no. 317385177 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 09/10/2014 Inspection no. 317385409 Location 18001 Canyon Rd E Puyallup, WA 98375 No violations Inspection results date 08120/2014 Inspection no. 317400943 Location 2400 Perimeter Rd Auburn, WA 98001 Violations Inspection results date 08/04/2014 Inspection no. 317319127 Location 18001 Canyon Road E Puyallup, WA 98371 No violations Inspection results date 07/15/2014 Inspection no. 317381622 Location Park Avenue, Bldg 41 2 Renton, WA 98055 No violations Inspection results date 06/24/2014 Inspection no. 317298792 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 06/12/2014 Inspection no. 316964311 Location No violations Page 6 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE 3003 West Casino Road Everett, WA 98203-1910 A Inspection results date 06/12/2014 Inspection no. 316973932 Location 3003 West Casino Road Everett, WA 98203-1910 No violations Inspection results date 01/09/2014 Inspection no. 316895937 Location 2400 Perimeter Rd Auburn, WA 98002 Violations Inspection results date 10/25/2013 Inspection no. 316848662 Location Park Avenue, Bldg 41.2. Renton, WA 98055 Violations Inspection results date 10/08/2013 Inspection no. 316854975 Location 3003 West Casino Road Everett, WA 98203-1910 Violations Inspection results date 07/03/2013 Inspection no. 316776152 Location 3003 W Casino Rd Everett, WA 98204 Violations Inspection results date 07/01/2013 Inspection no. 316580729 Location Fabrication Division Auburn, WA 98002 Violations Inspection results date 06/14/2013 Inspection no. 316576222 Location N Boeing Field PS Paint Hanger Seattle, WA 98124 Violations Page 7 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE Inspection results date 05/13/2013 Inspection no. 316739846 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 03/04/2013 Inspection no. 316581305 Location 2400 Perimeter Rd Auburn, WA 98001 No violations Inspection results date 01/31/2013 Inspection no. 316554260 Location 800 Logan Ave N Bldg 21 Renton, WA 98055 No violations Inspection results date 1211112012 Inspection no. 316537158 Location 3003 W Casino Rd Everett, WA 98203 Violations Inspection results date 12107/2012 Inspection no. 316535459 Location 700 15th St SW Auburn, WA 98002 No violations Inspection results date 09/12/2012 Inspection no. 315954719 Location 3003 West Casino Road Everett, WA 98204-1910 Violations Inspection results date 07106/2012 Inspection no. 315789933 Location 3003 West Casino Road Everett, WA 98204-1910 Violations Page 8 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 BOEING COMPANY, THE Inspection results date 04/19/2012 Inspection no. 315921460 Location 9725 East Marginal Way S Tukwila, WA 98108 Violations Inspection results date 04/02/2012 Inspection no. 315675629 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 03/26/2012 Inspection no. 315582593 Location 3003 W Casino Rd Everett, WA 98203 No violations Inspection results date 01/25/2012 Inspection no. 315201335 Location 3100 112th Street SW Everett, WA 98204 Violations Inspection results date 01/12/2012 Inspection no. 315203455 Location 3100 112th St SW Everett, WA 98204 No violations Page 9 of 9 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/15/2017 N 1 Re ILITARY FLI HT uri:ish ontrols an Access 1 ENTER BOEING DEVELOPMENTAL CENTER 10,000 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 98108 VICINITY MAP ❑ n 14-01 PROJECT SITE 7-127 %KING COUNTY AIRPORT OFFICE CENTER (FAA) FROM DOWNTOWN SEATTLE 900 -0 99 EXIT 158 EXIT 157 EXIT 157 EAST MARGINAL WAY CORPORATE PARK 99 599 TUKWILA DEVELOPMENTAL CENTER FROM KENT & AUBURN 900 SYM A AREA MAP PROJECT SITE OXBOW PARKING LOT NO SCALE 13-01 BUILDING LOCATION M GENERAL NOTES CONSTRUCTION SET OF DOCUMENTS, REVIEWED AND STAMPED BY CITY OF TUKWILA MUST BE ON SITE DURING CONSTRUCTION. DO NOT PROCEED WITH CONSTRUCTION WITHOUT ABOVE MENTIONED SET OF DOCUMENTS. 1. VERIFY ALL DIMENSIONS AND CONNECTIONS BEFORE ANY WORK. 2. NOTIFY FACILITY ENGINEERS SHOULD EXISTING CONDITIONS REQUIRE DESIGN REVISIONS. 3. COORDINATE WORK WITH OTHER CRAFTS. 4. RETURN THIS SAME SET TO GARY TALLER AT BLDG. 9-51 COL N/1, AFTER COMPLETION OF THIS CONSTRUCTION. PROJECT CHECKLIST CHECK BO ® THESE DRAWINGS CONFORM TO THE 2015 IBC, IFC, U.P.C., I.E.C., 2009 ANSI AND THE BARRIE FREE CODE AS ADAPTED OR AMENDED BY LOCAL ORDINANCES, AND COMPLIANCE WITH CITY OF TUKWILA ZONING. • ENGINEERING CALCULATIONS ( IF APPLICABLE ) ❑ ROOMS LABELED PER OCCUPANCY PER IFC TABLE 10-A. ® BUILDING FLOOR NUMB ' IN PRIFOR EA OF CONSTRUCTION. NUMBER OF PRINTS REQUIRED FOR PERMIT PACKAGE: ❑ 1. GENERAL PERMIT (SHELL & CORE) 6 SETS OF ENERGY CALCULATIONS 2 SETS OF CIVIL DRAWINGS WITH UTILITIES 2 SETS SOILS REPORTS, STAMPED BY GEOTECHNICAL ENGINEER 2 SETS STRUCTURAL CALCULATIONS 2 SETS PROJECT CONSTRUCTION SPECIFICATIONS 2 SETS TOPOGRAPHICAL SURVEY 2 COPIES OF LEGAL DESCRIPTION 5 SETS OF WORKING DRAWINGS ® 2. TENANT IMPROVEMENTS, 4 COMPLETE SETS ® 3. MECHANICAL, 2 COMPLETE SETS ❑ 4. FIRE PROTECTION/SPRINKLERS, 2 COMPLETE SETS ® BRIEF PROJECT NARRATIVE TENANT IMPROVEMENT OF 13-01 BUILDING ASSOCIATED WITH THE REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS PROJECT. SCOPE OF WORK INCLUDES A NEW HOUSEKEEPING PAD FOR ELECTRICAL CABINETS AND REPLACING AN EXISTING FIXED VERTICAL LADDER WITH A SHIPS LADDER FOR IMPROVED ACCESS TO THE AIR HANDLER PLATFORM. �COFFMAN N G I N E E R S 1601 Fift ph 206.6 h Avenue, Suite 900 1 Seattle, WA 98101 23.0717 1fax 206.624.3775 coffman.com LASTING creatb'ty Iresuts IrebLonsh'ps 100% SUBMITTAL ISSUE FOR CONSTRUCTION REVISION REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 PERMIT COMMENTS RESPONSE W4567749 BY APPROVED CEI CEI MS MS DATE REVISION APPROVED 02.20.17 11.20.17 • Q,�BOE/NG d -- ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DRAWN EDDIE P. DUARTE CHECKED DATE SUBTITLE 10-11-98 INDEX OF DAWI\GS INCLUDED IN SET DRAWING NO. SHEET NO. DRAWING TITLE REV DATE GE\EAL 13 -01 -GO GO COVER SHEET & DRAWING INDEX A 11.20.17 ACHITECTAL 13-01-1A11 R 1A11 R FLOOR PLAN J 02.20.17 13-01-2A11 R 2A11R FLOOR PLAN F 02.20.17 13-01-1A11 1A11 FLOOR PLAN J 02.20.17 13-01-2A11 2A11 FLOOR PLAN F 02.20.17 ST�UCTUAL 13-01-S2A S2A STRUCTURAL ABBREVIATIONS & NOTES ORIG 02.20.17 13-01—S2B S2B STRUCTURAL NOTES ORIG 02.20.17 13-01-S2C S2C STRUCTURAL NOTES A 11.20.17 13-01-S517 S517 MISCELLANEOUS SECTIONS & DETAILS A 11.20.17 FILE COPY Permit No. i ' / bject to errors and omissions. Approval of construction documents duusmat authorize the violation • a y opted coda or ordina nco. Receipt of approved CA 0 and 'ons is ondi c ;now:eoged: " ai ai/ --reeet-Nu Aatititt) City Tukwila of BUILDING DIVISION REVISIONS , No changes shall bo mace to the scope of work witho'!t 2pprovol prior of Tukwila Bui'ding Division. INOTE: Revisions Will recuino .i newplan submittal and may inG:udo u\:itionui p:an revi,-w feZ.:6 i CODE SUMMARY LAND USE CODE BUILDING CODES OCCUPANCY GROUP CONSTRUCTION TYPE FLOOR AREAS: BUILDING FOOTPRINT BUILDING GROSS FIRST FLOOR SECOND FLOOR BOILER ROOM BUILDING HEIGHT STORIES OCCUPANT LOAD: SEPA I nnAT E: PERMIT REQUIRED FOR: tlividchanical -lectncat � /Plumbing �{ Gas Piping C'ty of Tukwila BtPl_P Nt 1 DIViS1ON HANDICAPPED REQUIREMENTS FIRE PROTECTION SEISMIC ZON TUKWILA 1997 UBC, WASHINGTON STATE ENERGY CODE, WASHINGTON STATE BARRIER FREE CODE AND ADDITIONS PER CITY OF TUKWILA GROUPS B OFFICE & FACTORY F DIVISION 2 TYPE II, NON -COMBUSTIBLE -(OFFICE); & TYPE VN (FACTORY) SEPARATION 60 FEET (22 FT © SE CORNER 49,150 7,500 -OFFICE + 22,870 SHOP 7,500 -OFFICE + 4,900 S.ANNEX OFFICES + 1,370 29 FT. 2 STORIES (+N. MEZZANINE) 100SF/OCCP OFFICE & 200SF/OCCP MANUFACTURING 150 + 49 + 122 BARRIER FREE RECEIVED FULLY AUTOMATIC, F/S CLASS 1 SPRINKLERSCf1WWWWILA EC 0 5 2617 • REVIEWED F a " CODE COMPLIANCE APPROVED DEC 13 2011 pi o STORAGE Or City of Tukwila BUILDING DIVISION DATE ENGINEER M. MILLER CHECKED APPROVED APPROVED TITLE TITLE SHEET - DRAWING INDEX REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS GENERAL MASTER BUILDING 13-01 SOUTH BOEING FIELD, WA CU °'"=''"" REVISION W4567749 SYMBOL PERMIT CENTER DATE 11.20.17 SHEET GO JOB NO. 782758-00 COMP NO. DWG NO. 13 -01 -GO LEGEND: vittfttillTitAlAWATIVAVII CRIB WALL 8' HIGH EXIST'G WALLS OR PARTITIONS O'BRIEN PARTITION 7'-0" HIGH. FULL HEIGHT - STEEL STUD & GWB WALL FULL HEIGHT - STL STUD & GWB WALL W/ BATT FOR EITHER SOUND OR THERMAL REASONS 1A11 A507 1A11 A507 1A11 A507 GENERAL NOTES: REMOVE FROM EXISTING SOUND SOAK PANELS "EMERGENCY CALL" WALL SIGNS. REINSTALL ON TOP OF NEW WALL FINISH. INSTALL NEW CARPET TILE THIS AREA, INCLUDING EXPOSED EDGE REDUCER STRIPS. 1A11 A507 CONSTRUCTION NOTES: 1A11 I A507 RAM P DOWN 1:10.8 FUTURE BLUESTREAK BOILER ROOM DATA MANAGEMENT -I( 'I1 1OC10 TRANSPORTATION AISLE SECURED DOOR- S&G LOCKSET FOR JSF AREA ABOVE 2 HR HALLS 12C10 BOLLAREI =R TRANS FORM TERMINAL ROOM AREA =1320 SF. AREA/OCCF: 100 OCCP. LOAD: 13 L ROOM 1109 CSSL TOP SECRET AREA =600 SF. AREA/OCCP: 100 OCCP. LOAD: 6 FUTURE BLUESTREAK EXIT,_ 1108 DRILL PRESS GRINDER BAND W ' LS SAW REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2017 City of Tukwila BUILDINO t)IVISION FLO:)=R PLA\ SCALE: SCALE: 1/8" = 1'-0" RECEIVED CITY OF TUKWILA DEC 0 5 2017 PERMIT CENTER 00©00000000• 420 1601 Fifth Avenue, Suite 900 1 Seattle, WA 98101 ph 206.623.07171 fax 206.624.3775 coffman.com LASTING creati✓ty 1 resuls [relationships 100% SUBMITTAL ISSUE FOR CONSTRUCTION KEY VIEW SCALE: NONE REVISION SOUTH MEZZ. (13-01 UPGRADE) APPROVED REVISION 782758-04 (13-01 UPGRADE) HIGH BAY/EXPEDITE J#782758-12 (13-01 UPGRADE) (13-01 UPGRADE) BUILDING "A & B" AST LAB RELOCATION F AST RELOCATION 110073-00 G AWACS ADVANCED PROJECTS 140965-00 J#782758-05 J#782758-05 11.02.98 11.04.98 H MFC REQUIREMENTS 140965-00 REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 APPROVED DATE TH/GM 11.20.01 05.26.05 TWH 06.20.05 EO 02.20.17 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. DITTMAR CHECKED M. MILLER ENGINEER DATE 11-21-95 1-04-96 SUBTITLE FLOOR PLAN CURRENT REVISION W4567749 02.20.17 TITLE REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS CHECKED APPROVED BUILDING 13-01.1 1A11R JOB NO. 110073-00 ARCHITECTURAL MASTER COL. A -E/8-15 DWG NO. 140965-00 13-01-1A11R COMP NO. SYM A 'A' B C D REVISION t - x HUGHES $c AST STORAGE x x x x x--rx SUSPENDEi EII N7; LEGEND: LUQ►!1!1U!i!1!i111►L!Ji911G!►!�li!P CRIB WALL 8' HIGH EXIST'G WALLS OR PARTITIONS O'BRIEN PARTITION 7'-0" HIGH. FULL HEIGHT - STEEL STUD & GWB WALL FULL HEIGHT - STL STUD & GWB WALL W/ BATT FOR EITHER SOUND OR THERMAL REASONS 1A11 A507 1A11 A507 1A11 A507 GENERAL NOTES: REMOVE FROM EXISTING SOUND SOAK PANELS "EMERGENCY CALL" WALL SIGNS. REINSTALL ON TOP OF NEW WALL FINISH. INSTALL NEW CARPET TILE THIS AREA, INCLUDING EXPOSED EDGE REDUCER STRIPS. FUNCTIONAL TEST HYDRAULIC HOSE REPAIR CONSTRUCTION NOT S 1A11 A507 FUTURE BLUESTREAK BOILER ROOM DATA MANAGEMENT IOC10 TRANSPORTATION AISLE SECURED DOOR- S&G LOCKSET FOR JSF AREA ABOVE 2 HR NALLS 14C10 12C10 BOL LAM, ER TRANS FORM CANOPY TERMINAL ROOM AREA =1320 SF. AREA/OCCP: 100 OCCP. LOAD: 13 L ROOM 1A111A202 OFFICE CSSL TOP SECRET AREA =600 SF. AREA/OCCP: 100 OCCP. LOAD: 6 FUTURE BLUESTREAK 1108 — DRILL PRESS GRIND ' BAND W ' LS SAW FL00. PLA\ REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 5 2017 PERMIT CENTER 000000000000000 SCALE: SCALE: 1/8" = 1-0" 1601 Fifth Avenue, Suite 900 1 Seattle, WA 98101 ph 206.623.07171 fax 206.624.3775 coffman.com LASTING creativity lentils Irehtonshps 100% SUBMITTAL ISSUE FOR CONSTRUCTION KEY VIEW SCALE: NONE REVISION A SOUTH MEZZ. (13-01 UPGRADE) APPROVED REVISION 782758-04 (13-01 UPGRADE) HIGH BAY/EXPEDITE J#782758-12 F AST RELOCATION 110073-00 (13-01 UPGRADE) J#782758-05 (13-01 UPGRADE) BUILDING "A & B" J#782758-05 AST LAB RELOCATION 110073-00 MRM MRM MRM MRM AWACS ADVANCED PROJECTS 11.02,98 11.04.98 08.15.01 MFC REQUIREMENTS 140965-00 140965-00 REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 TWH TWH CEI APPROVED DATE TH/GM 11.20.01 05.26.05 TWH 06.20.05 EO 02.20.17 M.E W" ® o'— ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DRAWN M. DITTMAR CHECKED M. MILLER ENGINEER DATE SUBTITLE 11-21-95 1-04-96 DATE TITLE FLOOR PLAN CURR `°" T REVI W4567749 02.20.17 REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS CHECKED APPROVED BUILDING 13-01.1 JOB NO. 140965-00 COMP NO. APPROVED ARCHITECTURAL MASTER COL. A—E/8-15 MFC DWG NO. 13-01-1A11 SYM A 'A' B REVISION 2A11 CHUCK'S OFFICE N, 'N, x HUGHES x x x x x x SUSPENDED ELL.D4 AREA x x AST STORAGE EXPERIMENTAL AIRCRAFT STORAGE STAIR TO ROOF ACCESS HATCH THRU ROOF HIGH BAY SPACE HIGH BAY SPACE 2 MMA 11 GOV'M'T. STORES 6'-2" 5'-6" CLEAR AHU MEZZANINE 2A11 A202 STC 45 & 2 HR. WALL A202 11'-6" 3'-2" 2A11 2A370 1— w 21011 13'-4 1/4 F-22 OPEN OFFICES 6'-7 1/8" I34"6'-7 1/ 16'-0 1/4" . TO (TYP) 21D10 TAPE STORAGE NEW LANDING HIGH :A \SPACE DCN CLOSET 75'-0" ((_:?!tb 2A11 A202 y BY APPROVED DATE SYM at\ 2A11 A202 y REVISION BY APPROVED 1 FLOO PLA\ SCALE: SCALE: 1/8" = 1'-0" DATE N. MEZZ.(13-01 UPGRADE) J#782758-02 N. MEZZ.(13-01 UPGRADE) J#782758-02 S. MEZZ.(13-01 UPGRADE) J#782758-04 MRM MRM MRM 06.22.98 07.24.98 08.03.98 E' F 13-01 MEZZ FALL PROTECTION W3761402 REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 TWH 08.26.15 CEI EO 02.20.17 C S. MEZZ.(13-01 UPGRADE) J#782758-10 MRM 10.6.98 D (13-01 UPGRADE) BUILDINGS "A & B" J#782758-05 MRM 11.04.98 Q� BOE/NG o'— ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. DITTMAR CHECKED M. MILLER ENGINEER M. MILLER CHECKED APPROVED APPROVED EDGE OF CANOPY ABOVE LEGEND: x x x x CRIB WALL 8' HIGH EXIST'G WALLS OR PARTITIONS ------------- O'BRIEN PARTITION 7'-0" HIGH. /\/\/Uv\/ FULL HEIGHT - STEEL STUD & GWB WALL FULL HEIGHT - STL STUD & GWB WALL W/ BATT FOR EITHER SOUND OR THERMAL REASONS GENERAL NOTES: CONSTRUCTION NOTES: AFRTV'ET 1601 Fifth Avenue, Suite 900 !Seattle, WA 98101 ph 206.623.07171 fax 206.624.3775 coffman.com LASTING creatirvky !results I retatonshps 100% SUBMITTAL ISSUE FOR CONSTRUCTION DATE 10-25-95 10-25-95 SUBTITLE FLOOR PLAN REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA EEC 0 3 2017 PERMIT CENTER KEY VIEW SCALE: NONE CURRENT REVISION W4567749 SYMBOL DATE 02.20.17 10-25-95 TITLE REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS BUILDING 13-01.2 ARCHITECTURAL MASTER COL. AE/8-15 MFC SHEET 2A11 JOB NO. W3761402 COMP NO. DWG NO. 13-01-2A11 STR„CTUAL A33 EVIATIO\S & °, DEG 0, DIA (E), EXIST #, NO #, LB AB ABV ADDL ADH ADJ AFS ALT ALUM APPROX AR ARCH ASPH ASSY B PL BLDG BLKG BLW BM(S) BO xxx BOT BRB BRG BS BTWN C CANT CDF CEM PLAS CIP CJ CJP CL CLR CMU COL CONC CONN CONSTR CONT CONTR COORD CSK CTR D DC DBL DEG DEMO DET DIA DIAL DIM DIR DIST DN DWG DWL EA EF EJ EL ELEC ELEV EMBED EOR EOS EQ EQL SP EQUIP ES ESCAL EW EXIST EXP EXT SYM AND AT — DEGREE - DIAMETER EXISTING NUMBER POUND ANCHOR BOLT ABOVE ADDITIONAL ADHESIVE — ADJACENT — ABOVE FINISHED SLAB - ALTERNATE ALUMINUM - APPROXIMATE - AS REQUIRED ARCHITECTURAL ASPHALT ASSEMBLY — BASE PLATE - BUILDING BLOCKING BELOW — BEAM(S) BOTTOM OF xxx - BOTTOM - BUCKLING RESTRAINED BRACE BEARING BOTH SIDES BETWEEN — CHANNEL CANTILEVER CONTROLLED DENSITY FILL CEMENT PLASTER CAST—IN—PLACE - CONSTRUCTION JOINT/CONTROL JOINT COMPLETE JOINT PENETRATION WELD - CENTER LINE - CLEAR(ANCE) CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECT(ION) CONSTRUCTION - CONTINUOUS — CONTRACTOR - COORDINATE — COUNTER SUNK CENTER(ED) - DEPTH/DEEP DEMAND CRITICAL DOUBLE — DEGREE — DEMOLITION DETAIL — DIAMETER — DIAGONAL/DIAGRAM — DIMENSION DIRECTION DISTANCE DOWN DRAWING DOWEL — EACH EACH FACE - EXPANSION JOINT - ELEVATION — ELECTRICAL - ELEVATOR - EMBEDMENT/EMBEDDED ENGINEER OF RECORD — EDGE OF SLAB EQUAL EQUALLY SPACED — EQUIPMENT EACH SIDE ESCALATOR EACH WAY EXISTING EXPANSION EXTERIOR REVISION BY FIN FLG FLR FO xxx FOC FOF FOS FP FRT FS FT FTG GA GALV GEN GLU LAM GR GR BM GYP BD H HDR HGR HLDN HORIZ HSS HT HVAC ID IF IJ IN INFO INSUL INT JST JT KIP KSI KWY L LBR LLH LLV LOC LONG LSH LSV LT LWC MAX MB MBR MECH MEZZ M FR MFR REC MH MID MIN MISC NA NIC NIP NORM NO NS NTS 0/ OC OD OF OFS OPH OPNG OPP OVS APPROVED DATE FINISH(ED) FLANGE FLOOR FACE OF xxx FACE OF CONCRETE - FACE OF FINISH FACE OF STEEL FIREPROOF(ING)/FIRE PROTECTION FIRE RETARDANT TREATED FAR SIDE — FOOT, FEET FOOTING GAGE/GAUGE GALVANIZED GENERAL GLUE LAMINATED TIMBER GRADE — GRADE BEAM - GYPSUM BOARD — HIGH HEADER — HANGER HOLDDOWN HORIZONTAL HOLLOW STRUCTURAL SECTION HEIGHT HEATING, VENTILATING AND AIR CONDITIONING - INSIDE DIAMETER INSIDE FACE ISOLATION JOINT INCHES — INFORMATION INSULATE/INSULATION INTERIOR JOIST JOINT KIP (1,000 POUNDS) KIPS PER SQUARE INCH K EYWAY - ANGLE/LENGTH LUMBER LONG LEG HORIZONTAL LONG LEG VERTICAL LOCATION - LONGITUDINAL — LONG SLOTTED HOLE /LONG SIDE HORIZONTAL — LONG SIDE VERTICAL — LIGHT — LIGHTWEIGHT CONCRETE MAXIMUM MACHINE BOLT MEMBER MECHANICAL MEZZANINE MANUFACTURE(R/D) - MANUFACTURER'S RECOMMENDATIONS MANHOLE - MIDDLE MINIMUM MISCELLANEOUS — NOT APPLICABLE NOT IN CONTRACT NOT IN PERMIT NORMAL — NUMBER — NEAR SIDE NOT TO SCALE OVER ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OUTSIDE FACE OF STUDS OPPOSITE HAND OPENING OPPOSITE OVERSIZED (HOLES) SYM REVISION PAF PAR PCC PEN PIL PJP PL PLCS PNL PRCST PREFAB PSF PSI PT PUR R RC RD REF REINF REQD RO RST SC SCHED SECT SLRS SHT SHTHG SIM SJ SL SMS SPEC SPCS SQ SSH SST STAG STD STI F STI R STL STL JST SLRS STRUCT SYM M TB TBC TBR TD THK TO xxx TOC TOF TOGB TOS TOSL TOW TRANSV TRTD TYP T/C T&B T&G UON VAR VIF VNR VRFY VERT W WD WF WHS WO WP WPM WT WWF W/ W/0 XFMR YD POWDER ACTUATED FASTENER PARALLEL/PARAPET PRECAST CONCRETE PENETRATE/PENETRATION — PILASTER PARTIAL JOINT PENETRATION WELD - PLATE PLACES PANEL PRECAST PREFABRICATED - POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH - POST TENSIONED/PRESSURE TREATED - PURLIN RADIUS REINFORCED CONCRETE ROOF DRAIN REFERENCE REINFORCING - REQUIRED ROUGH OPENING - REINFORCING STEEL — SLIP CRITICAL SCHEDULE - SECTION SEISMIC LOAD RESISTING SHEET SHEATHING — SIMILAR — SAWCUT CONTRACTION JOINT SLOPE SHEET METAL SCREW — SPECIFICATION SPACES SQUARE — SHORT SLOTTED HOLE - STAINLESS STEEL STAGGERED — STANDARD STIFFENER STIRRUP - STEEL STEEL JOIST SEISMIC LOAD RESISTING — STRUCTURAL SYMMETRICAL SYSTEM — THROUGH BOLT — THREADED BAR COUPLER TO BE REMOVED TRENCH DRAIN — THICK(NESS) - TOP OF xxx TOP OF CONCRETE TOP OF FOOTING — TOP OF GRADE BEAM — TOP OF STEEL — TOP OF SLAB TOP OF WALL - TRANSVERSE TREATED — TYPICAL TENSION/COMPRESSION TOP AND BOTTOM — TONGUE AND GROOVE SYSTEM CORD UNLESS OTHERWISE NOTED VARIATION/VARIES VERIFY IN FIELD VENEER VERIFY VERTICAL WIDE/WIDTH WOOD WIDE FLANGE WELDED HEADED STUDS WHERE OCCURS WATERPROOFING/WORK POINT WATERPROOF MEMBRANE WEIGHT WELDED WIRE FABRIC WITH WITHOUT TRANSFORMER YARD BY APPROVED DATE ORIG REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 CEI E0 02.20.17 Q� ffE/A/G GENERAL NOTES 1. THE STRUCTURAL DRAWINGS REPRESENT THE DESIGN OF THE PRIMARY STRUCTURE BASED ON PRESCRIBED LOADS, (SEE "DESIGN CRITERIA" SECTION), IMPOSED ON THE STRUCTURE PER THE BUILDING CODE AS SPECIFIED IN THE "BUILDING CODE" SECTION. THE PRIMARY STRUCTURE OF THE BUILDING IS DEFINED AS THE FOUNDATIONS, BEARING WALLS, SHEAR WALLS, COLUMNS, BEAMS, SLABS, FLOOR FRAMING AND LATERAL FORCE RESISTING ELEMENTS REQUIRED TO MAINTAIN THE STABILITY OF THE COMPLETED STRUCTURE AS A WHOLE. 2. ALL CONSTRUCTION MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE DRAWINGS, SPECIFICATIONS, AND THE CODES, RULES AND REGULATIONS OF THE BUILDING CODE AS DEFINED IN THE "BUILDING CODE" SECTION. 3. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING AS REQUIRED FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL MEMBERS ARE IN PLACE AND FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 5. CONSTRUCTION TOLERANCES SHALL CONFORM TO THE BUILDING STANDARDS SPECIFIED IN THE "BUILDING CODE" SECTION. 6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. 7. IF ANY ERRORS OR OMISSIONS APPEAR TO EXIST IN THESE DRAWINGS, SPECIFICATIONS, OR OTHER CONTRACT DOCUMENTS; THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OR ARCHITECT IN WRITING OF SUCH OMISSION OR ERROR BEFORE PROCEEDING WITH THE WORK. 8. NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NOTES AND DETAILS ON DRAWINGS AND THESE GENERAL NOTES AND TYPICAL DETAILS ARE IN CONFLICT WITH THE PROJECT SPECIFICATIONS, THE MOST STRINGENT SHALL APPLY. CONDITIONS NOT SPECIFICALLY SHOWN SHALL BE CONSTRUCTED AS SHOWN FOR SIMILAR WORK, SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER. 9. MANUFACTURED MATERIALS SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THEIR USE. ALL REQUIREMENTS OF THOSE APPROVALS SHALL BE FOLLOWED. 10. FRAMING MEMBERS WHICH ARE NOT DIMENSIONED SHALL BE EQUALLY SPACED BETWEEN DIMENSIONED POINT OF MEMBERS. 11. OPENINGS, POCKETS, ETC. SHALL NOT BE PLACED IN STRUCTURAL MEMBERS UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., LARGER THAN 6 INCHES NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN STRUCTURAL MEMBERS. 12. MATERIAL SPECIFICATIONS ARE ASTM LATEST EDITION. ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN CEI BUILDING CODE 1. ALL CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THESE DRAWINGS, SPECIFICATIONS, AND THE CODES, RULES AND REGULATIONS OF THE INTERNATIONAL BUILDING CODE (IBC), 2015. EDITION, AS ADOPTED AND AMENDED BY THE CITY OF TUKWILA, WASHINGTON, HEREINAFTER REFERRED TO AS THE BUILDING CODE. 2. WHERE NOTED IN THE STRUCTURAL NOTES, CONSTRUCTION, MATERIALS, AND WORKMANSHIP SHALL ALSO CONFORM TO THE FOLLOWING STANDARDS. WHERE THESE STANDARDS CONFLICT WITH THE BUILDING CODE, THE CODE SHALL GOVERN. GENERAL ASCE7 HOT ROLLED STEEL "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" AMERICAN SOCIETY OF CIVIL ENGINEERS ASCE/SEI 7 — 2010 EDITION AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AMERICAN INSTITUTE OF STEEL CONSTRUCTION ANSI/AISC360 — 2010 EDITION AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS JUNE 30, 2004 AISC-341 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" AMERICAN INSTITUTE OF STEEL CONSTRUCTION ANSI/AISC341 — 2010 EDITION AISC-303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISC303 — 2010 EDITION CONCRETE ACI "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AMERICAN CONCRETE INSTITUTE AC1318 — 2014 EDITION ACI "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AMERICAN CONCRETE INSTITUTE ACI301 — 2011 EDITION ACI "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" AMERICAN CONCRETE INSTITUTE AC1315 — 1999 EDITION ACI -117 "STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS" AMERICAN CONCRETE INSTITUTE ACI117 — 2006 DESIGN CRITERIA 1. LIVE LOAD CRITERIA FLOOR CORRIDOR AND STAIRS 2. SEISMIC DESIGN CRITERIA SITE CLASS IMPORTANCE FACTOR I = SS = S1 = SDS = SD1 = SEISMIC DESIGN CATEGORY LATITUDE LONGITUDE 100 PSF D 1.00 1.514 0.572 1.009 0.572 D 47°30'46.5474" N 122'17'39.3" W 1)11Ac/ 100% SUBMITTALN G I REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 3 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILAyq� li.,t�«/ �V LV AY PEan,RMIT CENTER ISSUE FOR CONSTRUCTION DATE SUBTITLE 02.20.17 CHECKED R. REEVES APPROVED BY DEPT. DATE ENGINEER A. CUDWORTH 02.20.17 TITLE 02.20.17 CHECKED E. OJALA 02.20.17 APPROVED APPROVED STRUCTURAL ABBREVIATIONS & NOTES N NEER S 1601 Fifth Avenue, Suite 900 1 Seattle, WA 98101 ph 206.623.0717 1 fax 206.624.3775 coffman.com LASTING creativity !resale Iretatnnshps CURRENT REVISION SYMBOL W4567749 0 G DATE 02.20.17 REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS STRUCTURAL MASTER BUILDING 13-01.1 SHEET S2A JOB NO. W4567749 MFC DWG NO. 13-01—S2A COMP NO. SYM POST INSTALLED ANCHORAGE 1. ADHESIVE ANCHORAGES, WHERE SPECIFIED ON THE DRAWINGS, SHALL CONFORM TO THE FOLLOWING: A. CONCRETE EPDXY ANCHORS: HILTI HIT -RE 500-V3 ESR -3814 2. MECHANICAL ANCHORAGES, WHERE SPECIFIED ON THE DRAWINGS, SHALL CONFORM TO THE FOLLOWING: A. CONCRETE EXPANSION ANCHORS: HILTI KWIK BOLT TZ ESR -1917 B. CONCRETE UNDERCUT ANCHORS HILTI HAD ESR -1546 3. DRILLING SHALL BE PERFORMED WITH A ROTARY HAMMER DRILL AND CARBIDE TIPPED DRILL BIT IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION REPORT. 4. BORE HOLE CLEANING PROCEDURES MUST COMPLY WITH THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION REPORT IN ORDER TO PRODUCE A DRY, DUST -FREE HOLE. 5. INJECTION OF ADHESIVE SHALL BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION REPORT IN ORDER TO PRODUCE AN AIR -VOID FREE INJECTION. 6. SPECIAL CONDITIONS SUCH AS WATER SATURATED CONCRETE, WATER -FILLED HOLES, UNDERWATER AND OVERHEAD INSTALLATIONS MUST BE APPROVED BY THE ENGINEER OF RECORD AND COMPLY WITH THE APPLICABLE ICC -ES REPORT. 7. STEEL ANCHORING ELEMENTS SHALL BE THE SIZE AND GRADE SHOWN ON THE DRAWINGS AND MUST BE CLEAN, DRY AND FREE OF ANY OIL OR CONTAMINANTS. 8. SUBSTITUTIONS FOR ANCHOR SYSTEMS MUST BE APPROVED BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO INSTALLATION AND SHALL HAVE A VALID ICC -ES EVALUATION IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE. 9. ALL ANCHOR EMBED DEPTHS SPECIFIED ON THESE DRAWINGS ARE EFFECTIVE EMBEDMENT DEPTHS. ADDITIONAL ANCHOR LENGTH AND OR HOLE DEPTH SHALL BE PROVIDED AS REQUIRED BY THE ANCHOR MANUFACTURER AND ASSOCIATED CODE APPROVALS. STRUCTURAL STEEL, MISC. METAL 1. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE BUILDING CODE AND AISC STANDARDS USING LOADS AS DEFINED IN AISC-360 SECTION B3-3 "DESIGN FOR STRENGTH USING LOAD AND RESISTANCE FACTOR DESIGN (LRFD)". 2. STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO AISC REQUIREMENTS AND THE PROJECT SPECIFICATIONS. 3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS: A. WIDE FLANGE SHAPES B. PLATES AND BARS C. CHANNELS AND ANGLES D. HOLLOW ROUND SECTIONS E. HOLLOW RECTANGULAR SECTIONS F. ROUND PIPE G. ANCHOR RODS EMBEDDED IN CONCRETE H. CONNECTION BOLTS ASTM A992, Fy = 50 KSI ASTM A36, Fy = 36 KSI ASTM A36, Fy = 36 KSI ASTM A500 -B, Fy = 42 KSI ASTM A500 -B, Fy = 46 KSI ASTM A53 -B, Fy = 35 KSI ASTM F1554 GRADE 36 A325 -N -STD 4. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS FOR REVIEW AND APPROVAL PRIOR TO THE START OF FABRICATION. 5. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS REQUIREMENTS. ALL WELDS SHALL BE PREQUALIFIED IN ACCORDANCE WITH AWS AND AISC STANDARDS. USE E70XX ELECTRODES, UON. 6. ALL WELDS SHALL BE PERFORMED BY WELDERS CERTIFIED IN THE JURISDICTION HAVING AUTHORITY OVER THIS PORTION OF THE WORK. 7. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WELD SIZE SHALL BE AISC MINIMUM, UON. 8. CONNECTIONS SHOWN FIELD WELDED MAY BE FIELD BOLTED AT OPTION OF FABRICATOR. SUBMIT PROPOSED CONDITION TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO SUBMISSION OF SHOP DRAWINGS AND FABRICATION. 9. TENSION CONTROL BOLTS MAY BE SUBSTITUTED FOR THE BOLTS SPECIFIED IN THESE PLANS AT THE DISCRETION OF THE CONTRACTOR. ASTM F1852 TC BOLTS MAY BE SUBSTITUTED FOR ASTM A325 BOLTS AND ASTM F2280 TC BOLTS MAY BE SUBSTITUTED FOR ASTM A490. 10. A449, A193 GRADE B7, OR F1554 GRADE 105 THREADED ROD SHALL BE USED WHERE THRU BOLT LENGTH DOES NOT ALLOW FOR STANDARD A325 BOLTS. PROVIDE ASTM A563 NUTS WITH MATCHED WASHERS AT BOTH ENDS. 11. USE DOUBLE NUTS OR SINGLE NUT AND PEENED THREADS AT BOLTED CONNECTIONS WITH LONG SLOT HOLES. REVISION BY APPROVED DATE SYM SPECIAL INSPECTION 1. SPECIAL INSPECTION BY A REGISTERED DEPUTY BUILDING INSPECTOR, IN CONTRACT WITH THE OWNER AND APPROVED BY THE ARCHITECT AND THE BUILDING OFFICIAL, SHALL BE REQUIRED FOR THE FOLLOWING TYPES OF WORK (SEE THE PROJECT SPECIFICATIONS FOR FURTHER REQUIREMENTS): ITEM BUILDING CODE REFERENCE STEEL 1705.2 AND AISC 360 CHAPTER N DETAIL VERIFICATION WELDING OF STRUCTURAL STEEL WELDING OF REINFORCING STEEL WELDING OF COLD FORMED STEEL WELDING OF STEEL DECKING SHEAR CONNECTORS AND ANCHOR STUDS HIGH STRENGTH BOLTING COLD -FORMED STEEL TRUSSES CONCRETE SPECIFIED f'c GREATER THAN 2000 PSI PLACING OF REINFORCING STEEL PLACING OF PRESTRESSING STEEL SHOTCRETE SPECIAL SYSTEMS EXPANSION/EPDXY ANCHOR BOLTS INSULATING CONCRETE FILL STRUCTURAL OBSERVATION 1. STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN ACCORDANCE WITH THE GOVERNING CODE. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS AND CONNECTIONS OF THE STRUCTURAL SYSTEMS AT SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR. 2. THE OWNER SHALL EMPLOY AN ENGINEER OR ARCHITECT LICENSED TO PERFORM STRUCTURAL OBSERVATION IN THE PROJECT JURISDICTION. 3. THE STRUCTURAL OBSERVER SHALL PROVIDE A LETTER TO BE SUBMITTED TO THE BUILDING OFFICIAL, AS REQUIRED BY THE JURISDICTION, BEFORE THE FIRST SITE VISIT. THE STRUCTURAL OBSERVER SHALL ALSO INFORM THE OWNER OF THE REQUIREMENTS FOR A PRECONSTRUCTION MEETING AND SHALL PRESIDE OVER THIS MEETING. 4. THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE COMMUNICATION 1705.3 BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND SPECIAL INSPECTORS. THE PURPOSE OF THIS COMMUNICATION SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO' REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. 1705.1.1 2. SPECIAL INSPECTIONS SHALL NOT BE REQUIRED WHEN THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE BUILDING OFFICIAL TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. 3. EPDXY OR EXPANSION TYPE ANCHORS SHALL BE APPROVED BY THE BUILDING OFFICIAL FOR THEIR USE AND SHALL BE INSTALLED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS AND ICC PRODUCT APPROVAL CONDITIONS. 4. NONDESTRUCTIVE INSPECTION OF ALL WELDS, SHOP AND FIELD, OF MOMENT -RESISTING FRAMES SHALL BE PROVIDED IN ACCORDANCE WITH THE GOVERNING CODE. 5. SUMMARY REPORTS OF ALL INSPECTIONS AND TEST RESULTS SHALL BE DISTRIBUTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL WITH DEFICIENCIES CLEARLY NOTED. 6. DEFICIENCIES SHALL BE REPORTED TO THE CONTRACTOR ON A DAILY BASIS. 7. DEFINITIONS OF SPECIAL INSPECTIONS AND TESTING FREQUENCY: REVISION "CONTINUOUS" - THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. "PERIODIC" - THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. BY APPROVED DATE ORIG REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 CEI E0 02.20.17 5. REPORTS SHALL BE ISSUED FOR EACH STRUCTURAL OBSERVATION AND ISSUED TO THE OWNER, ARCHITECT, CONTRACTOR AND BUILDING OFFICIAL. A RECORD OF THE PRECONSTRUCTION MEETING NOTED ABOVE SHALL BE INCLUDED IN THE FIRST OBSERVATION REPORT. 6. THE CONTRACTOR SHALL SCHEDULE EACH OBSERVATION AT LEAST TWO WEEKS PRIOR TO DATE OF THE PROPOSED OBSERVATION. 7. THE STRUCTURAL OBSERVER SHALL PERFORM OBSERVATIONS AT THE FOLLOWING SIGNIFICANT CONSTRUCTION STAGES: CONSTRUCTION STAGES ELEMENTS/CONNECTIONS TO BE OBSERVED a) b) c) d) e) f) g) h) PRIOR TO CONCRETE PLACEMENT/FOUNDATION REINFORCEMENT AND ANCHOR BOLTS. PRIOR TO METAL DECK CONCRETE PLACEMENT/TOPPING SLAB REINFORCEMENT AND METAL DECK INSTALLATION. PRIOR TO FIREPROOFING OF STEEL/STEEL FRAMING AND BRB FRAMING. PRIOR TO FIRST BASEMENT WALL POUR. PRIOR TO FIRST SHEAR WALL POUR. PRIOR TO FIRST ELEVATED SLAB POUR. PRIOR TO FIRST POST -TENSIONED SLAB POUR. AT SUBSTANTIAL COMPLETION OF THE PRIMARY STRUCTURE. 8. MATERIAL SPECIFICATIONS ARE ASTM LATEST EDITION. SUBMITTALS 1. THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION/ERECTION/INSTALLATION. THESE ITEMS ARE IN ADDITION TO ANY SUBMITTAL REQUIREMENTS SPECIFIED ON THESE PLANS OR IN THE PROJECT SPECIFICATIONS. STRUCTURAL SUBMITTALS ITEM PROD DATA SHOP DWGS TEST RESULTS CALCS BLDG DEPT STRUCTURAL STEEL X EPDXY ANCHORS X EXPANSION ANCHORS X 2. "PROD DATA" - SUBMIT ADEQUATE DOCUMENTATION THAT THE PRODUCT PROPOSED TO BE USED MEETS THE REQUIREMENTS ON THESE PLANS AND THE PROJECT SPECIFICATIONS. 3. "SHOP DWGS" - SUBMIT COMPLETE SHOP DRAWINGS SUFFICIENT TO SHOW QUANTITIES AND KINDS OF MATERIALS, METHODS OF ASSEMBLY, AND ALL DATA REQUIRED FOR FABRICATION, ERECTION, AND INSTALLATION. THE PURPOSE OF THESE DRAWINGS IS TO DEMONSTRATE THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT DOCUMENTED HEREIN. SUBMITTALS CONSISTING OF DRAWINGS TAKEN DIRECTLY FROM THESE PLANS WILL NOT BE APPROVED. 4. "TEST RESULTS" - SUBMIT RESULTS FOR ANY TESTING REQUIRED BY BUILDING CODE OR THESE PLANS. 5. "CALCS" - SUBMIT CALCULATIONS SIGNED AND SEALED BY A DESIGN PROFESSIONAL AUTHORIZED TO PERFORM WORK IN THE PROJECT JURISDICTION. 6. "BLDG DEPT" - IF CHECKED, THE SUBMITTALS SHALL BE REVIEWED AND APPROVED BY THE BUILDING OFFICIAL PRIOR TO FABRICATION AND/OR INSTALLATION. Q� BOE/NG° c�- ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN CEI DATE 02.20.17 APPROVED BY DEPT. DATE CHECKED R. REEVES ENGINEER A. CUDWORTH CHECKED E. OJALA 02.20.17 02.20.17 02.20.17 EXISTING CONSTRUCTION 1. EXISTING STRUCTURAL DIMENSIONS AND MEMBERS SIZES ARE FOR REFERENCE ONLY. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION. THE CONTRACTOR SHALL VERIFY THE ACTUAL CONFIGURATION OF EXISTING CONSTRUCTION AND THE CONDITION OF THE STRUCTURE BEFORE BEGINNING WORK. ANY DISCREPANCIES OR UNSOUND CONDITIONS SHALL BE REPORTED TO THE ARCHITECT FOR RESOLUTION BEFORE BEGINNING WORK. REFER TO ARCHITECTURAL, PLANS FOR DIMENSIONS, EMBEDMENTS AND OPENINGS NOT SHOWN. REFER TO MECHANICAL, PLUMBING AND ELECTRICAL PLANS FOR DUCTS, PIPING, EMBEDMENTS, AND OPENINGS NOT SHOWN. 2. TEMPORARY SHORING AND BRACING MAY BE NECESSARY IN ORDER TO PERFORM THE NECESSARY STRUCTURAL MODIFICATIONS TO THE EXISTING STRUCTURE SHOWN ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS. THE CONTRACTOR MUST SUBMIT PLANS AND SUPPORTING CALCULATIONS PREPARED BY A DESIGN PROFESSIONAL LICENSED TO PERFORM WORK IN THE PROJECT JURISDICTION. 3. WHERE NEW STRUCTURAL WORK IS BEING PERFORMED, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AS REQUIRED PRIOR TO CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT FOR RESOLUTION PRIOR TO BEGINNING WORK. 4. EXISTING CONSTRUCTION, FRAMING MEMBERS AND DIMENSIONS HAVE BEEN ESTABLISHED BASED ON REVIEW OF THE AVAILABLE CONSTRUCTION DRAWINGS FOR THE ORIGINAL BUILDING. ONLY LIMITED FIELD VERIFICATION HAS BEEN PERFORMED. ANY DISCREPANCIES CONCERNING HOW NEW WORK RELATED TO THE AS -BUILT CONSTRUCTION SHALL BE REPORTED TO THE ARCHITECT/ENGINEER FOR RESOLUTION PRIOR TO BEGINNING WORK. 5. UNLESS SPECIFIED OTHERWISE, LOCATION AND ELEVATION OF NEW STRUCTURAL ELEMENTS WITHIN THE EXISTING STRUCTURE ARE DETERMINED BY THEIR RELATIONSHIP TO EXISTING CONDITIONS. THESE RELATIONSHIPS ARE NOTED ON THE PLANS, SECTIONS AND DETAILS. 6. WHEN PROVIDED, DEMOLITION DRAWINGS INDICATE DEMOLITION EXTENT ASSOCIATED WITH THE ACTUAL SIZE OF THE NEW ELEMENT. THE EXTENT OF DEMO MAY NOT REFLECT ADDITIONAL DEMOLITION REQUIRED TO INSTALL NEW ELEMENTS. IN ADDITION TO WHAT IS SHOWN ON THE ARCHITECTURAL DEMOLITION DRAWINGS, MINOR LOCAL DEMOLITION OF EXISTING ELEMENTS MAY BE REQUIRED TO PERFORM THE STRUCTURAL WORK AS INDICATED ON THE PLANS, SECTIONS AND DETAILS. DEMOLITION 1. ALL DEMOLITION SHALL BE CARRIED ON IN SUCH A MANNER AS NOT TO DAMAGE EXISTING ELEMENTS WHICH ARE TO REMAIN A PART OF THE FINISHED STRUCTURE. 2. EXISTING ELEMENTS SHALL BE PROTECTED TO THE FULLEST EXTENT POSSIBLE TO REDUCE SUCH DAMAGE TO A MINIMUM. 3. ALL ELEMENTS OF THE STRUCTURE THAT ARE TO REMAIN AND WHICH ARE DAMAGED DURING DEMOLITION WORK SHALL BE REPLACED AT NO ADDED COST. P11- 100% SUBMITTAL ISSUE FOR CONSTRUCTION SUBTITLE STRUCTURAL NOTES REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2017 City of Tukwila BUILDING DIVISION RECEIVED crri OF TUKWILA DEC 05207 T ENTER OAN NGINEERS 1601 Fifth Avenue, Suite 900 1 Seattle, WA 98101 ph 206.623.07171 fax 206.624.3775 coffman.com LASTING creativ8ylresulsimbl'nnsh s CURRENT REVISION W4567749 SYM BOLO G DATE 02.20.17 APPROVED APPROVED TITLE REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS STRUCTURAL MASTER BUILDING 13-01.1 SHEET S2B JOB NO. W4567749 COMP NO. MFC DWG NO. 13-01-S2B TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE 1. INSPECTION OF REINFORCING P P MATERIAL IDENTIFICATION (TYPE/GRADE) 0 0 STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT. — X ACI 318: CH 20, 25.2, 25.3, 1908.4 0 CONFIGURATION AND FINISH OF ACCESS HOLES 0 0 26.5.1-26.5.4 0 2. REINFORCING BAR WELDING: 0 P 1. THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW -STRESS TYPE. BEEN 3IN QA A. VERIFY WELDABILITY OF 0 0 JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRE -TENSIONING OPERATION 0 0 REINFORCING BARS OTHER THAN — X AWS D1.4, ACI 0 0 ASTM A706; AISC 360 TABLE N5.6-3 INSPECTION TASKS AFTER BOLTING 318: 26.5.4 _ QA B. INSPECT SINGLE PASS FILLET P P 0 -OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. P -PERFORM THESE TASKS FOR EACH BOLTED CONNECTION. WELDS, MAXIMUM 5/16". — X C. INSPECT ALL OTHER WELDS. X — 3. INSPECT ANCHORS CAST IN CONCRETE. ACI 318: CH X 17.8.2 4. INSPECT ANCHORS POST—INSTALLED IN HARDENED CONCRETE MEMBERS.B A. ADHESIVE ANCHORS INSTALLED __IN HORIZONTALLY OR __UPWARDLY INCLINED X — I 318: ACI — __ORIENTATIONS TO RESIST 1 __SUSTAINED TENSION LOADS. B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT — X ACI 318: 17.8.2 DEFINED IN 4.A. 5. VERIFYING USE OF REQUIRED DESIGN MIX. 1904.1, ACI 318: CH 19, 1904.2, _ X 26.4.3, 26.4.4 1908.2, 1908.3 6. PRIOR TO CONCRETE PLACEMENT, FABRICATE ASTM C 172, SPECIMENS FOR STRENGTH TESTS, AND DETERMINE THE X — ASTM 731 ACI 318: 26.4.5, 1908.10 TEMPERATURE OF THE CONCRETE. 26.12 7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR 1908.6, PROPER APPLICATION X — ACI 318: 26.4.5 1908.7, TECHNIQUES. 1908.8 8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE — X ACI 318: 1908.9 AND TECHNIQUES. 26.4.7-26.4.9 9. INSPECT PRESTRESSED CONCRETE FOR: A. APPLICATION OFX ACI 318: PRESTRESSING FORCES. — 26.9.2.1 — B. GROUTING OF BONDED ACI 318: _PRESTRESSING TENDONS. X 26.9.2.3 10 . INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. — X ACI 318: 26.8 — 11 VERIFY IN—SITU CONCRETE . STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST—TENSIONED CONCRETE — X ACI 318: 26.10.2 AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 12 . INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF X ACI 318:— THE CONCRETE MEMBER BEING 26.10.1(B) FORMED. A. WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. B. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 318 17.8.2, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK. AISC 360 TABLE N5.4-1 INSPECTION TASKS PRIOR TO WELDING INSPECTION TASKS PRIOR TO WELDING QC QA WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE P P MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE P P MATERIAL IDENTIFICATION (TYPE/GRADE) 0 0 WELDER IDENTIFICATION SYSTEM' 0 0 FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY) -JOINT PREPARATION -DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) -CLEANLINESS (CONDITION OF STEEL SURFACES) -TACKING (TACK WELD QUALITY AND LOCATION) -BACKING TYPE AND FIT (IF APPLICABLE) 0 0 CONFIGURATION AND FINISH OF ACCESS HOLES 0 0 FIT -UP OF FILLET WELDS -DIMENSIONS (ALIGNMENT, GAPS AT ROOTS) -CLEANLINESS (CONDITION OF STEEL SURFACES) -TACKING (TACK WELD QUALITY AND LOCATION) 0 0 CHECK WELDI NG EQUIPMENT 0 P 1. THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW -STRESS TYPE. AISC 360 TABLE N5.4-2 INSPECTION TASKS DURING WELDING INSPECTION TASKS DURING WELDING QC QA USE OF QUALIFIED WELDERS 0 0 CONTROL AND HANDLING OF WELD CONSUMABLES -PACKAGING -EXPOSURE CONTROL 0 0 NO WELDING OVER CRACKED TACK WELDS 0 0 ENVIRONMENTAL CONDITIONS -WIND SPEED WITHIN LIMITS 0 0 WPS FOLLOWED 0 0 WELDING TECHNIQUES -INTERPASS AND FINAL CLEANING -EACH PASS WITHIN PROFILE LIMITATIONS -EACH PASS MEETS QUALITY REQUIREMENTS 0 0 AISC 360 TABLE N5.4-3 INSPECTION TASKS AFTER WELDING INSPECTION TASKS AFTER WELDING QC QA WELDS CLEANED 0 0 SI7F, LENGTH AND LOCATION OF WELDS P P WELDS MEETVISUAL ACCEPTANCE CRITERIA -CRACK PROHIBITION -WELD/BASE-METAL FUSION -CRATER CROSS SECTION -WELD PROFI LES -WELD SIZE -UNDERCUT -POROSITY P P ARC STRIKES P P K -AREA' P P BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) P P REPAIR ACTIVITIES P P DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P P 1. WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS PERFORMED IN THE K -AREA, VISUALLY INSPECT THE WEB K -AREA FOR CRACKS WITHIN OF THE WELD. BEEN 3IN O -OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED P -PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER. AISC 360 TABLE N5.6-1 INSPECTION TASKS PRIOR TO BOLTING INSPECTION TASKS PRIOR TO BOLTING QC QA MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS 0 P FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS 0 0 PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) 0 0 PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL 0 0 CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS 0 0 PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED P 0 PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS 0 0 AISC 360 TABLE N5.6-2 INSPECTION TASKS DURING BOLTING INSPECTION TASKS DURING BOLTING QC QA FASTENERS ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED 0 0 JOINT BROUGHT TO THE SNUG -TIGHT CONDITION PRIOR TO THE PRE -TENSIONING OPERATION 0 0 FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING 0 0 FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES 0 0 AISC 360 TABLE N5.6-3 INSPECTION TASKS AFTER BOLTING INSPECTION TASKS AFTER BOLTING QC QA DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P 0 -OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. P -PERFORM THESE TASKS FOR EACH BOLTED CONNECTION. 100% SUBMITTAL ISSUE FOR CONSTRUCTION REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2017 City of Tukwila BUILDING DIVISION RECEIVED art OF TUKV'JILA DEC 0 j 2617 PERMIT CENTER 1601 Fifth Avenue, Suite 900 1 Seattle, WA 98101 ph 206.623.07171 fax 206.624.3775 coffman.com LASTING creativity !results !relationships SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ORIG REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 CEI EO 11.20.17 A PERMIT COMMENTS RESPONSE W4567749 CEI EO 11.20.17 e.m.01E27,0 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DATE SUBTITLE 02.20.17 CHECKED R. REEVES 02.20.17 STRUCTURAL NOTES CURRENT REVISION SYMBOL DATE W4567749 A 11.20.17 ENGINEER A. CUDWORTH CHECKED E. OJALA APPROVED APPROVED 02.20.17 02.20.17 TITLE REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS STRUCTURAL MASTER BUILDING 13-01.1 SHEET S2C JOB NO. MFC DWG NO. W4567749 13-01—S2C COMP NO. SYM TO MEZZ FLR 9'-4" VIF 1' HSS1.9x0.188 HANDRAILS & POSTS TO FIN FLR C8x11.5 STRINGER TREAD FLUSH W/ TO LANDING • S517 SIM HSS4x4xY —� TYP 2'-0" CLR C▪ D ro 1 f HSS1.9x0.188 GUARDRAILS & POSTS PL316x6 TOE/KICK CI PLATE WELD TO TUBE & DECK <TYP 1 TO LANDING 4'-8" VIF 46 V W6x8.5 TYP SHIPS LADDER BEYOND 2'-3%" 2 SECTIO\ AT SHIPS LA»H BASE PL NP SEE �\ l A 5517 B SCALE: 3/4"=1'-0" REVISION BY APPROVED DATE SYM 1A11, 2A11I5517 REVISION 2'-0" CLR c HSS1.9x0.188 GUARDRAILS & POSTS PL346x6 TOE/KICK PLATE WELD TO TUBE & DECK TO LANDING 4'-8" VIF W6x8.5 TYP HSS4x4x3 TYP TO FIN FLR BASE PL TYP SEE (A\ S5171 HSS1.9x0.188 HANDRAILS & POSTS %6 V <TYP SECTIO\ AT SHIPS LAD S517 E TO EZZ FLR t 9'-4" VIF PRE—MANUF. 6"x24" BAR GRATING TREADS w/ SAFETY NOSINGS, TYP C8x11.5 STRINGER c C SCALE: 3/4"=1'-0" BY APPROVED DATE ORIC REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS W4567749 CEI E0 02.20.17 A PERMIT COMMENTS RESPONSE W4567749 CEI E0 11.20.17 1A11, 2A11 S517 iBOE/NG° d� Y4" DIAMOND PLATE Y2" CLR SHEAR TAB L^"� PL3/x4Yx0'-5" W/ (2) %" o A325 BOLTS IN STD HOLES SHIPS LA»H TSP CO\\ /RETURN 2" CJP STRINGER L3x3x3/8 WF BM BEYOND SEE PLAN ECTIO\ SCALE: 3/4"=1'-0" L3x3x3/8x0'-3" W/ (1) Y"0 TZ EXPANSION ANCHOR EMBED 3Y4" SHIPS LA»E30110 v CO \ ECTI O \ SCALE: 3/4"=1'-0" ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN CEI I ' 1 5517 (3� 5517 DATE SUBTITLE 02.20.17 CHECKED R. REEVES ENGINEER A. CUDWORTH CHECKED E. OJALA APPROVED APPROVED 02.20.17 TITLE 02.20.17 02.20.17 (E) CONC SLAB COORD W/ EQUIP MFR 6" MIN 0 -III-III I --II #4 © 16" EW MID—DEPTH I I-11 1=1 1 I—II I-1 I I III -III -III III #4 W/ STD HOOK © 36" OC EW ENTIRE PAD PERIMETER, DRILL & EPDXY W/ 4" EMBED NOTES: 1. FIELD VERIFY ALL DIMENSIONS. 2. COORDINATE LAYOUT EQUIPMENT SUPPLIER. HOUS 4EEPI\ SCALE: 3/4"=1'-0" G .9A3 S517 Y" CLR TO MEZZ FLR 9'-4" VIF SHIPS LA»P CO\\ECTIO\ SCALE: 3/4"=1'-0" HSS4x4 PL3/8x8Yx0'-8Y" W/ (4) Y2"0 HILTI KWIK BOLT TZ EXP ANCHORS EMBED 3Y" PLATFO�V SASE PLATE SCALE: 1 1/2'=1'-0" 100% SUBMITTAL ISSUE FOR CONSTRUCTION MISCELLANEOUS SECTIONS & DETAILS L 1 S517 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 13 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA EC 0 5 2017 PERMIT CENTER 1601 Fifth Avenue, Suite 900 I Seattle, WA 98101 ph 206.623.07171 fax 206.624.3775 coffman.com LASTING creatrv' y !results I remtbnsh'ps CURRENT REVISION SYMBOL DATE W4567749 A 11.20.17 REFURBISH AHU AH2C13, MCC, CONTROLS AND ACCESS STRUCTURAL MASTER BUILDING 13-01.1 SHEET S517 JOB NO. MFC DWG NO. W4567749 13-01—S517 COMP NO.