The URL can be used to link to this page

Home My WebLink AboutPermit D18-0101 - PSF MECHANICAL - EXTERIOR 2ND FLOOR BALCONY AND ACCESSABLE DOORPSF MECHANICAL 11621 E MARGINAL WAY S CANCELED 05/17/2019 D18-0101 Parcel No: Address: -"N City of Tukwila f� Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov DEVELOPMENT PERMIT 1023049044 11621 E MARGINAL WAY S Project Name: PSF MECHANICAL Permit Number: D18-0101 Issue Date: 6/27/2018 Permit Expires On: 12/24/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: HEARTWOOD PROPERTIES L L C 11621 E MARGINAL WAY S STE A , SEATTLE, WA, 98168 BRUCE STOCK 99 BLANCHARD ST , SEATTLE, WA, 98121 Phone: (206) 443-0494 P S F MECHANICAL INC Phone: (206) 764-9663 11621 E MARGINAL WAY S SUITE A , TUKWILA, WA, 98168-1965 PSFMEI*090NZ Expiration Date: 10/5/2018 PSF MECHANICAL 11621 E MARGINAL WAY S , TUKWILA, WA, 98168 DESCRIPTION OF WORK: ADDITION OF EXTERIOR SECOND FLOOR BALCONY AT REAR OF BUILDING. EXISTING DOORS (CURRENTLY FIXED CLOSED) TO BE MADE OPERABLE FOR ACCESS FROM SECOND FLOOR. Project Valuation: $5,978.20 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $371.79 Occupancy per IBC: U Water District: TUKWILA Sewer District: VALLEY VIEW 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: Date: Vi)27-4i I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development per 't and agree to the conditions attached to this permit. Signature: Print Name: Altwomaa Ak_ Date4 Jl 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: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: 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. 8: 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. 9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 11: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: 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. 15: 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). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: 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. 19: 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 0201 FOOTING 0409 FRAMING 0606 GLAZING 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4004 SI -WELDING CITY OF TUKY%A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov r � Building Pertuit No. t ,� 0-- 0101 Project No. Date Application Accepted: Date Application Expires: to -10-15 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 11621 East Marginal Way S Tenant Name: PSF Mechanical King Co Assessor's Tax No.: 102304904406 Suite Number: A Floor: 1 PROPERTY OWNER Name: Bruce Stock Name: PSF Mechanical City: Seattle State: WA Zip: 98121 Address: 11621 E Marginal Way Email: bstock@stockandassociates.com City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Bruce Stock Address: Stock & Associates 199 Blanchard Street City: Seattle State: WA Zip: 98121 Phone: (206) 443-0494 Fax: (206) 443-0495 Email: bstock@stockandassociates.com GENERAL CONTRACTOR INFORMATION Company Name: if*, Company Name: Stock & Associates City: te.,W ILL*. State: 04r, Zip: 181114) Architect Name: Bruce R Stock Address: Address: 99 Blanchard Street City: Seattle State: WA City: State: 443-0495 Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh New Tenant: ❑ Yes m .. No ARCHITECT OF RECORD Name: V's r IML .2.iI(_ Company Name: Stock & Associates City: te.,W ILL*. State: 04r, Zip: 181114) Architect Name: Bruce R Stock Address: 99 Blanchard Street City: Seattle State: WA Zip: 98121 Phone: (206) 443-0494 Fax: (206) 443-0495 Email: bstock@stockandassociates.com ENGINEER OF RECORD Name: V's r IML .2.iI(_ Company Name: PCS Structural City: te.,W ILL*. State: 04r, Zip: 181114) Engineer Name: Jim Harris Address: 811 1st Avenue #620 City: Seattle State: WA zip: 98104 Phone: (206) 292-5076 Fax: Email: jharris@pcs-structural.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: V's r IML .2.iI(_ Address: I 61,1 ti" ri',,,,,_ v,,,,,bi S City: te.,W ILL*. State: 04r, Zip: 181114) Page 1 of 4 BUILDING PERMIT INFORMATIC 206-431-3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Addition of exterior 2nd floor balcony at rear of building. Existing doors (currently fixed closed) to be made operable for access from second floor. Will there be new rack storage? ❑ Yes 0.. 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: 85 Compact: 34 Handicap: 6 Will there be a change in use? 0 Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 1 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Pcrmit 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 15` Floor 35,562 0 0 III—B B 2nd Floor 6,361 0 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 0 0 0 710 414—B $111 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: 85 Compact: 34 Handicap: 6 Will there be a change in use? 0 Yes © No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 1 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Pcrmit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 r PUBLIC WORKS PERMIT INFOT ATION — 206-433-0179 Scope of Work (please provide detailed information): No public works work anticipated. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View 0 .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ...Total Cut 0 ...Total Fill 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control O ...Backflow Prevention - Fire Protection Irrigation Domestic Water cubic yards cubic yards ❑• ❑ . ❑ . ❑ . ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) 0 ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours O .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line O ...Permanent Water Meter Size... 0 ...Temporary Water Meter Size .. 0 ...Water Only Meter Size 0 ...Sewer Main Extension Public ❑ ...Water Main Extension Public 0 WO # WO # WO # Private 0 Private ❑ 0 .. Grease Interceptor ❑ .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY B THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O, N Signature: 1. Print Name: RIZED AGENT: Bruce Stock (authorized agent) Mailing Address: 109 Bell Street H:\Applications\Fonns-Applications On Line \2011 Applications \Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Date: 03/14/2018 Day Telephone: (206) 443-0494 Seattle WA 98121 City State Zip Page 4 of 4 A r � Register Recei City of Tukwila eceipt Number R14820 DESCRIPTIONS PermitTRAK ( ACCOUNT I QUANTITY PAID $233.96 D18-0101 Address: 11621 E MARGINAL WAY S Apn: 1023049044 $233.96 Credit Card Fee $6.81 Credit Card Fee R000.369.908.00.00 0.00 $6.81 DEVELOPMENT $216.55 PERMIT FEE R000.322.100.00.00 0.00 $212.05 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $10.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14820 R000.322.900.04.00 0.00 $10.60 $233.96 Date Paid: Wednesday, June 27, 2018 Paid By: AMANDA MOORE Pay Method: CREDIT CARD 013588 Printed: Wednesday, June 27, 2018 2:44 PM 1 of 1 SYSTEMS Cash Register Receip City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $137.83 D18-0101 Address: 11621 E MARGINAL WAY S Apn: 1023049044 $137.83 DEVELOPMENT $137.83 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R000.345.830.00.00 0.00 $137.83 $137.83 Date Paid: Tuesday, April 10, 2018 Paid By: PSF MECHANICAL INC Pay Method: CHECK 137947 Printed: Tuesday, April 10, 2018 1:42 PM 1 of 1 "' SYSTEMS Page 2 of 2 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 06/27/2018 02:43:55 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********5490 K TRAN AMOUNT: $233.96 APPROVAL CD: 013588 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy https://classic. convergepay.com/VirtualMerchantltransaction.do?dispatchMethod=printTra... 6/27/2018 112 FCS 111 Structural Solutions Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www. pcs-structural.com STRUCTURAL CALCULATIONS FOR PSF YVORLD H EADOUARTERS Exterior Deck 11621 E. Marginal Nay Tukwila, INA (18168 RECEIVED CITY OF TUKWIL A . . t-.. a Jl i U �p nrpp v,► 23A PERMIT CENTER PREPARED SY PCS STRUCT - L SOLUTIONS CORRECTION TR# February 8, 2018 14-021.01 Di 1 4-0101 lad Ai o-i-Q_3o . 206 1411 PCS Project. Job No: Subject: Sheet Name• Structural Solutions Originating Office: ❑ Seattle ❑ 'Tacoma Date: EX TCS-�a(z— Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structuraLcom 1CAVIM ft XM 9Cx-CIM csi a. C9 z cc cr 0 0 All W Cr E`f V9 co ± , o LU 0 , Q - Z gm. 0 .e. 0 cNi --- x ki) OW — 0-)L-71 kn D Eate. (NI --.. .11 •F•( CO x 0 (1) I *2 , n 11 a. C9 z cc cr 0 0 All W Cr E`f V9 ,41 PCS Project: 7 Job No `�� t Subject: Sheet Name. � Structural Solutions Originating Office: ❑ Seattle Tacoma Date- ( -1.2' t4"' p L of, m 'PS F V1/4..) Fes-"^ Ot�1..'t► Wt. Ser PAF w s SS. P{ -F 4-4 (r"1":' X1,04 w(*See— t2." qct+o.Duil•ru 21.s' 3. }S N -S S k ,04 Co -7 ((fa,t,Sj = 13.3Lo'/ 13,1. L 1-6,68;')--1 13,1(0.1V (Y4' 4" t&cz_ir. z 3.3t. X- 5r .o,Cc HIPC 4X4- 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel 206.292.5076 www.pcs-structural.com 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 I MG DMA Lint 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 IConcrete Beam Lic. # : KW -06002327 Description : exterior deck slab CODE REFERENCES Calculations per ACI 318-08, IBC 2009, ASCE 7-10 Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties fc = fr = fc112 " 7.50 W Density LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi a Phi Values Flexure : = 410.792 psi Shear = 145.0 pcf j31 = 1.0 3,122.0 ksi Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # _ Number of Resisting Legs Per Stirrup = Load Combination 2012 IBC & ASCE 7-10 1 t- - L l" 12"wx85°h Span=3.0 n Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 6.50 in Span #1 Reinforcing.... 145 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Span #2 Reinforcing.... 145 at 3.250 in from Bottom, from 0.0 to 8,0 ft in this span Span #3 Reinforcing.... 145 at 3.250 in from Bottom, from 0.0 to 8.0 ft in this span Applied Loads Loads on all spans... D = 0.080, L = 0.080 Uniform Load on ALL spans : D = 0.080, L = 0.080 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.1_59: 1 Section used for this span Typical Section Mu : Applied 0.6526 k -ft Mn " Phi : Allowable 4.110 k -ft Load Combination +1.200+1.60Lr+0.50L Location of maximum on span 4.333ft Span # where maximum occurs Span # 2 Vertical Reactions _ Load Combination Support 1 Support 2 NeraliMAXimum 1.170 Overall MINimum 0.351 D Only 0.585 +D+L 1.170 +D+Lr 0.585 +D+S 0.585 +D+O.750Lr+0.750L 1.024 +0+0.750L+0.750S 1.024 +D+0.60W 0.585 +D+0.70E 0.585 rwrc�.i nuc. Engineer: Project Descr: 0.90 0.750 0.850 40.0 ksi 29,000.0 ksi # 3 2 Ot0,Q841tan mei Support 3 -0.910 0.273 0.455 0.910 0.455 0.455 0.796 0.796 0.455 0.455 • - - 12" w x 8.5"h Span=8.0 ft Project ID: 4 r tt&) CX;T 2014 File = C:IUsersQlrnhIDOCUME-11ENERCA-11PSFDFF-1.EC5 ENERCALC, INC. 1983.2014, Build:6.14.9.4, Ver6.14.9.4 Licensee : PCS STRUCTURAL SOLUTIONS • 12 in 12"wx8.5"h Span=2.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Support 4 Desi•n OK 0.004 in Ratio = 21802 -0.003 in Ratio = 16538 0.009 in Ratio = 10901 -0.006 in Ratio = 8268 You can change this area , using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Concrete Beam Lic. # : KW -06002327 Description : exterior deck slab Vertical Reactions Load Combination +04..750L'r+0.750L+0.450W 4040,750L40.750S40.450W +040,750Lr+0.750L+0.5250E +040.750L40.750540.5250E +0.60040.60W 40.60040.70E D Only Lr Only L Only S Only W Only E Only N Only Shear Stirrup Requirements _ Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load CombinationLocation (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi"Mnx Stress Ratio Support 1 Support 2 1.024 1.024 1.024 1.024 0.351 0,351 0,585 Engineer: Project Descr. Support notation : Far left is #1 Support 3 Support 4 0.796 0.796 0.796 0.796 0.273 0.273 0.455 0.585 0.455 MAXimum BENDING Envelope Span # 1 Span # 2 Span # 3 +1.40D Span # 1 Span # 2 Span # 3 +1.200+1.60Lr+0.50L Span # 1 Span # 2 Span # 3 1 2 3 1 2 3 1 2 3 Overall Maximum Deflections Load Combination 404L +D4L 3.000 -0.60 8.000 0.65 2.000 -0.27 3.000 -0.50 8.000 0.54 2.000 -0.22 3.000 -0.60 8.000 0.65 2.000 -0.27 4.11 4.11 4.11 4.11 4.11 4.11 4.11 4.11 4.11 Span Max. " " Deft Location in Span 1 0.0(105 3.200 2 0.0088 4.200 3 0.0000 4.200 0.15 0.16 0.07 0.12 0.13 0.05 0.15 0.16 0.07 Load Combination +D+L +041 4041 Project ID: 1) 3 _ __ ':,teu.240Vr204-,OUrJ.t File = C.1UsarsUin 100CUME-11ENERCA-11PSFOFF-l.EC6 ENERCALC, INC. 1983.2014, Bulk1.6,14,9.4, Ver:6.14.9.4 Licensee : PCS STRUCTURAL SOLUTIONS Max. "+ Dell Location in Span -0.0032 0.000 -0.0002 8.050 -0.0058 2.000 You can change this area using the "Settings" menu item and then using the Printing & Title Block' selection. Title Block_ Line6 I Steel Beam Engineer: Project Descr: Prosect ID: D4„. _ :014 Fife =C:lUsorsUimhlD0CUME-l%ENERCA-1iPSFOFF-1 EC6 ENERCALC. INC. 19812014, 6uikl:6.149.4, Ver.6,14.9.4 Description : exterior deck beam CODE REFERENCES Calculations per -Alk 360-05, IBC 2009, ASCE 7-10 Load Combination Set : 2012 IBC & ASCE 7-10 Material Properties - Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Load Combination 2012 (BC & ASCE 7-10 0(0 504011.(0 50401 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi i Applied Loads Loads on all spans... Uniform Load on ALL spans : D = 0.080, L = 0.080 ksf, Tributary Width = 7.30 ft V' Span = 23.50 ft HSS10x6x1/2 v I1� V N Span =3750ft '1 HSS10x6x1/2 Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.714: 1 HSS10x6x1/2 76.572 k -ft 107.285 k -ft +D+L 11.388ft Span # 1 0.766 in -0.366 in 1.537 in -0.731 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M D Only Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft 404 Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft +D+Lr Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft 40+8 Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft +0+0.750Lr+0.750L Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft +0+0.750L+0.750S Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft +0+0.80W Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft 40+0.70E Dsgn. L = 23.50 ft Dsgn. L = 3.75 ft V Mmax + 1 0.357 0.049 38.29 -4.11 38.29 179.17 107.29 1.00 1.00 2 0.038 0.015 -4.11 4.11 179.17 107.29 1.00 1.00 1 0.714 0.098 76.57 -8,21 76.57 179.17 107.29 1.00 1.00 2 0.077 0.030 -8,21 8.21 179.17 107.29 1.00 1.00 1 0.357 0.049 38.29 -4.11 38.29 179.17 107.29 1.00 1.00 2 0.038 0.015 -4.11 4.11 179.17 107.29 1.00 1.00 1 0.357 0.049 38,29 -4.11 38.29 179.17 107.29 1.00 1.00 2 0.038 0.015 -4.11 4.11 179.17 107.29 1.00 1.00 1 0.625 0.086 67.00 -7.19 67.00 179.17 107.29 1.00 1.00 2 0.067 0.027 -7.19 7.19 179.17 107.29 1.00 1.00 1 0.625 0.086 67.00 -719 67,00 179.17 107.29 1.00 1.00 2 0.067 0.027 -7.19 7.19 179.17 107.29 1.00 1.00 1 0.357 0.049 38.29 -4.11 38,29 179.17 107.29 1.00 1.00 2 0.038 0.015 -4.11 4.11 179.17 107.29 1.00 1,00 1 0.357 0.049 38.29 -4.11 38.29 179.17 107.29 1,00 1.00 2 0.038 0.015 -4.11 4,11 179.17 107.29 1.00 1.00 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 367 246 <360 184 123 Summary of Moment Values _ Mmax - Ma - Max Mnx MnxlOmega Cb Rm Desi. n N.G. 0.098 : 1 HSS10x6x1/2 14.073 k 143.760 k +0+L 23.500 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 7.04 240.08 143.76 2.19 240.08 143,76 14.07 240.08 143.76 4.38 240.08 143.76 7.04 240.08 143.76 2.19 240.08 143.76 7.04 240,08 143.76 2.19 240.08 143.76 12.31 240.08 143.76 3.83 240.08 143.76 12.31 240.08 143.76 3.83 240.08 143.76 7.04 240.08 143.76 2.19 240.08 143.76 7.04 240.08 143.76 2.19 240.08 143.76 You can change this area using the"Settings" menu item and then using the "Printing & Title Block" selection. Engineer: Project Descr: Project ID: N5 TO Block Line 6 2014. [Steel Beam F =C:1fs& Uim�rD000ME-llENERCA� 1PsFOFF�1 Ea � - ENERCALC, INC. 1983.2014, 8u d:6.14.9.4, Vec614.9.4 Lk. # KW -06002327 ; Licensee PCS STRUCTURAL SOLUTIONS Description : Load Combination exterior deck beam Max Stress Ratios Summary of Moment Values Summary of Shear Values_ Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega +0+0.750Lr+0.750L+0.450W Dsgn. L = 23.50 ft 1 0.625 0.086 67.00 -7.19 67.00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn. L = 3.75 ft 2 0.067 0.027 -7.19 7,19 179.17 107.29 1.00 1.00 3.83 240.08 143.76 +D+ 0.750L+0.750S+0.450W Dsgn. L = 23.50 ft 1 0.625 0.086 67.00 -7.19 67.00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn, L= 3.75ft 2 0.067 0.027 -7,19 7.19 179.17 107.29 1.00 1.00 3.83 240.08 143.76 +0+0.750Lr+0.750L+0.5250E Dsgn. L = 23.50 ft 1 0.625 0.086 67,00 -7.19 67.00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn. L = 3.75 ft 2 0.067 0.027 -7.19 7.19 179.17 107.29 1.00 1.00 3.83 240.08 143.76 +D+0,750L+0.750S+0.5250E Dsgn. L = 23.50 ft 1 0.625 0.086 67,00 -7.19 67.00 179.17 107.29 1.00 1.00 12.31 240.08 143.76 Dsgn. L = 3.75 ft 2 0.067 0.027 -7.19 7.19 179.17 107.29 1.00 1.00 3.83 240.08 143,76 40.600+0.60W Dsgn, L = 23.50 ft 1 0.214 0.029 22.97 -2.46 22.97 179.17 107,29 1.00 1.00 4.22 240.08 143.76 Dsgn, L = 3.75 ft 2 0.023 0.009 -2.46 2.46 179.17 107.29 1.00 1.00 1.31 240.08 143,76 +0.60D+0.70E Dsgn. L = 23.50 ft 1 0.214 0.029 22.97 -2.46 22.97 179.17 107.29 1.00 1.00 4.22 240.08 143.76 Dsgn. L = 3.75 ft 2 0.023 0.009 -2.46 2,46 179.17 107.29 1.00 1,00 1.31 240.08 143.76 Overall Maximum Deflections Load Combination Span Max. ' ' Dell Location in Span Load Combination Max. '+' Defl Location in Span +D+L 1 1.5366 11.750 0.0000 6.666- 2 0.0000 11.750 +D+L -0.7312 3.750 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 'Overall MAXimum 13.375 "18.�3 Overall MlNimum 4.012 5.536 D Only 6.687 9.227 +0+1_ 13.375 18.453 +D+Lr 6.687 9.227 +D+S 6.687 9.227 +0+0.750Lr+0.750L 11.703 16.147 +0+0,750L+0.750S 11.703 16.147 +D+0.60W 6.687 9.227 +D+0.70E 6.687 9.227 +D+0.750Lr+0.750L+0.450W 11.703 16.147 +D+0.750L+0.750S+0.450W 11.703 16.147 +0+0.750Lr+0.750L+0.5250E 11.703 16.147 +D+0.750L+0,750S+0.5250E 11.703 16.147 +0.600+0.60W 4.012 5.536 +0.600+0.70E 4.012 5.536 D Only 6.687 9,227 Lr Only L Only 6.687 9.227 S Only W Only E Only H Only I 1441 ✓1✓.1% 1.111. You can change this area • using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 1 Steel Column Engineer: Project Descr: Project ID: D .n. r, 2014. SI - Rio = CfUsersUimhlDOCUME-1tENERCA-11PSFOFF-1.EC6 ENERCALC, INC. 1983.2014, Bu4d:6.14,9.4, Ver:6.14.9A Description : exterior deck column Code References - - - Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Pipe4 x -Strong Allowable Strength 35.0 ksi 29,000.0 ksi 2012 IBC & ASCE 7-10 Applied Loads Column self weight included : 264.871 lbs * Dead Load Factor AXIAL LOADS . . Axial Load at 17.50 ft, D =13.720, L =13.720 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. Pa : Axial Pn I Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are . Va : Applied Vn / Omega Allowable Load Combination Results Load Combination D Only +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0, 750 L+0.450 W+H +D+0.750L+0.750S+0.450W+H +D+O, 750 Lr+O, 750L+0, 5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+H +0.60D+0.70E+H Licensee : PCS STRUCTURAL SOLUTIONS Overall Column Height 17.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling =17.50 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling = 17.50ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. 0.8964 :1 +D+L+H 0.0 ft 27.705 k 30.908 k 0.0 k -ft 9.658 k -ft 0.0 k -ft 9.658 k -ft 0.0 :1 0.0 ft 0.0 k 0.0 k Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.452 PASS 0.00 ft 0.896 PASS 0.00 ft 0.452 PASS 0.00 ft 0.452 PASS 0.00 ft 0.785 PASS 0.00 ft 0.785 PASS 0.00 ft 0.452 PASS 0.00 ft 0.452 PASS 0.00 ft 0.785 PASS 0.00 ft 0.785 PASS 0.00 ft 0.785 PASS 0.00 ft 0.785 PASS 0.00 ft 0.271 PASS 0.00 ft 0.271 PASS 0.00 ft Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.Oft above base Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0,000 PASS 0.00 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft You can change this area• using the 'Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Column Lic. # KW -06002327 Description : exterior deck column Maximum Reactions Load Combination D OnIy 40+L4H +D+Lr+H +0+S+H +D40.750Lr+0,750L441 4O+0.750L+0,750S4H +D+0.60W+H +0+0,70E+H +D+0.750Lr+0.750L+0,450W+H +D+0,750L+0.750S40,450W+H +040.750Lr+0.750L+0.5250E+H +0+0.750L+0, 750S+0.5250E+H +0.60D+0.60W+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Load Combination D Only +0+L+41+D+Lr+H +D+S+H +0+0.750Lr40.750L+H +0+0.750L+0.750S4H +D+0,60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0,750L+0.750840.450W+H +D+0.750Lr+0.750L+0.5250E+H +O-.0.750 L+0.75 0 S+0.5250 E+H +0.60D+0.60W+H +0.600+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Steel Section Properties : X -X Axis Reaction @ Base @ Top k k k k k k k k k k k k k k k k k k k k k Combinations Max. X -X Deflection Distance OA000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0,000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 Pipe4 x -Strong ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft Engineer: Project Descr: Project ID: N,I d: 20 OCT 1014 1;I2N,1 fetes C:WsersUlmhIDOCUME-11ENERCA-11ASFOFf-1.EC5 ENERCALC, INC, 1903.2014.8uUd:6.14.9.4, Ver.8.14.9.4 Licensee : PCS STRUCTURAL SOLUTIONS Note: Only non -zero reactions are listed. Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base Max. Y -Y Deflection 0.000 In 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 In 0.000 In 0.000 In 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 In in in In in in in in in in k k k k k k k k k k k k k k k k k k k k k Distance 0000 ft 0.000 ft 0,000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ft ft ft ft ft ft ft ft 13.985 kk 27.705 k 13.985 k 13.985 k 24.275 k 24.275 k 13.985 k 13.985 k 24.275 k 24.275 k 24.275 k 24.275 k 8.391 k 8.391 k 13.985 k k 13.720 k k k k k You can change this area . using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 f Steel Column Engineer: Project Descr: Project ID: p _D RIO .= C:lUsersUliMt00CUME-11ENERCA-1IPSFOFF••1 EC6 ENERCALC, INC. 1983.2014, Budd 6.14.9.4, Ver6.14,9,4 Lk. # : KW -06002327 Licensee : PCS STRUCTURAL SOLUTIONS Description : exterior deck column Steel Section Properties : _ Pipe4 x•Strong Depth = 4.500 in 1 xx = 9.12 In"4 S xx = 4.05 in^3 Diameter = 4.500 in R xx = 1.480 in Wall Thick = 0.338 in Zx = 5.530 in"3 Area = 4.140 in^2 Iyy = 9.120 iO4 Weight = 15.135 pif S yy - 4.050 inA3 R yy = 1.480 in Ycg 0.000 in 4.50in X J II I 21 44dc 18.200 in^4 Loads are total entered value. Arrows do not reflect absolute direction. 24' Structural Solutions Lk AL M• ,r w Project: Subject' Sheet D� . Name' Originating Office: VSeattle ❑ Tacoma Date. Ps fob Na: t 4—o 14 ,uo 2.0.3 P51= our (1.0 1)(§,6610 2 p F Ulx i-aG 404- 01, 4, 101,5.�+�2. AIL dr : Mi t4- .xA, P..� Sot t w Sos= (.01 LA-L.rE;,.1` (04.4- > p4.J> t0% TitgtN 2 tzet u Gib La t e l G, LJU ER ,1• i4, PsF Deco Le. kt- Est t 4? -c- 1(F WM.t.. tokf� 24- `4/('k ' S` ,s �( , (rb)3 , tti `t 1c / 4+ 4 De -c -Y., Cr, Cts6'.. 2 ,D# & G 3 t Seattle811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 rrxw.pcs-structurnl.corn Tarnma 11250 Pacific Avenue, Suite 701 • Tacoma. WA 98402 • tel: 253.383.2797 1 WV DIVt." unc 1 You can change this area • using the "Settings" menu item and then using the 'Printing & Title Block' selection. Tilie @lock Line 6 Concrete Slender Wall Description : tilt up at exterior deck at grid line Engineer; Project Descr: Code References _ _ _ Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information Pc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus X : Lt Wt Conc Factor Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = fc " Concrete Density Width of Design Strip One -Story Wall Dimensions A Clear Height = B Parapet height = Wall Support Condition Top Pinned, Bottom F 3.0 ksi 60.0 ksi 3,122.0 ksi 1.0 273.861 psi 0.01355 0.060 144.0 pcf 24.0 in 24.40 ft 4.60 ft Wall Thickness Rebar at each face Rebar'd' distance Lower Level Rebar .. Bar Size Bar Count in Strip Widtt Vertical Loads VerticalConcentrated Coatis ... ( Applied to full "Ship Width') Beam Load #1 Eccentricity 7.0 in Dist from Base 24.40 ft Lateral Loads Full area WIND load Fp 1.0 Point Lateral Load Distributed Lateral Load Distributed Lateral Load D D 12.20 psf 24.60 psf Lr Lr B A 6.0 in 1.250 in 5 6.0 Project ID:11 NW; 2014. .1,! Fbl Fib =C:1UserallmhiD000ME-11ENERCA-11PSFOFF-t EC6 ENERCALC, MC, 1483-2014, Buik1.6.14.9.4, Ver6.14.9.4 Licensee : PCS STRUCTURAL SOLUTIONS Temp Diff across thickness = deg F Min Allow Out -of -Plane Deft Ratio = L / 100.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 E wittti ►etrent DL : Dad 3.090 Is: Rix -if Live Lf: Floor LT S : SSnow W : Wind k Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Direct entry of Lateral Wall Weight 24.60 psf E W Height (Applied to full "STRIP Width) 2.040 k 13.0 ft Endpoints from Base (Applied to full "STRIP Width") E W top bottom 0.1480 k/ft 15.0 0.10 klft 0.1480 kift 29.0 20.50 klft You can change this area • using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 I Concrete Slender Wall Lic, # : KW -06002327 Description : tilt up at exterior deck at grid line DESIGN SUMMARY PASS PASS PASS Governing Load Combination .. . Moment Capacity Check +1.40D Service Deflection Check E Only Axial Load Check +1.40D Reinforcing Limit Check PASS Minimum Moment Check +1.40D Design Maximum Combinations - Moments Axial Load Pu 0.06`fc`b`t k k Load Combination +1.400 at 21.96 to 22.77 2.873 Design Maximum Combinations - Deflections Axial Load Load Combination Pu k D Only at 15.45 to 16.27 2.520 0.000 0.000 0.000 W Only at 13.83 to 14.64 0,000 E Only at 13.01 to 13.83 0.000 0.000 _Reactions - Vertical___ & Horizontal Load Combination D Only Lr Only L Only S Only W Only E Only H Only Engineer: Project Descr: Project ID: u 1( _ _ _ a. o 1414 • Filo = CAlsorsUlrnhl000UME-11ENERCA-14PSFOFF-1.EC6 ENERCALC, INC. 1983.2014, 8u4A:6.14.9.4, Ver.6.14.9.4 Licensee : PCS STRUCTURAL SOLUTIONS Results reported for "Strip Width" of 24.0 In Actual Values Maximum Bending Max Mu Min. Defl. Ratio Max. Deflection Max Pu ! Ag Location Controlling As/bd Stress Ratlo 2.221 k -ft 209.398 1.398 in 39.899 psi 22.367 ft 0.01632 Mcracking 3.286 k -ft Allowable Values... 0.08853 Phi* Mn Max AIIow Ratio Max. Allow. Defl. 0.06*fc 25.090 k -ft 100.0 2.928 In 180.0 psi As/bd = 0,0 rho bal 0.01355 Minimum Phi Mn 24.971 k -ft Maximum Reactions ... for Load Combination.... Top Horizontal E Only Base Horizontal E Only Vertical Reaction D Only Mcr Mu k -fl k -ft Moment Values Phi Phi Mn As As Ratio k -ft n 0.6 rho bal 12,960 1,64 1.11 0.90 12,54 0.930 0.0163 0.0135 3.028 k 3.902 k 7.266 k Moment Values Stiffness Deflections Mcr Mactuat I gross I cracked I effective Deflection Defl. Ratio k k -ft u:' in"4 m:"4 in 1.64 0.44 216.00 108.13 162.000 0.068 4,279.4 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.0 1.64 0.45 216.00 105.92 162.000 0.071 4,147.4 1.64 6.69 216.00 105.93 105.925 1.398 209.4 0.00 0.00 0.00 0.00 0.000 0,000 0.0 Base Horizontal Top Horizontal Vertical @ Wall Base 0.1 k 0.11 7.266 k 0.0 k 0.00 0.000 k 0.0 k 0.00 0.000 k 0.0 k 0.00 0.000 k 0.4 k 0.35 0.000 k 3.9 k 3.03 0.000 k 0.0 k 0.00 0.000 k using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Concrete Slender Wall Description : tilt up at exterior deck at mid pier Project Descr: Code References Calculations per ACI 318-08 Sec 14.8, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 General Information fc : Concrete 28 day strength Fy : Rebar Yield Ec : Concrete Elastic Modulus X : Lt Wt Conc Factor Fr : Rupture Modulus Max % of p balanced Max Pu/Ag = fc' Concrete Density Width of Design Strip One -Story Wall Dimensions A Clear Height B Parapet height 3.0 ksi 60.0 ksi 3,122.0 ksi 1.0 273.861 psi 0.01355 0.060 144.0 pcf 30.0 in 27.0 ft 2.0 ft Wall Support Condition Top Pinned, Bottom F Lateral Loads Full area WIND load Fp 1.0 D Point Lateral Load Distributed Lateral Load Distributed Lateral Load 12.20 psf 24.60 Psf Lr Wall Thickness Rebar at each face Rebar "d" distance Lower Level Rebar .. Bar Size Bar Count in Strip Widtt 6.0 in 1.250 in 5 7.0 Fite a c.WsersUimhl00001.4E-IIENERCA-11PSF6FF-1.EC ENERCAtC, INC.19832013, 8i d:6.13,8.31. Ver:6,13.8.31 License©:; PCS STRUCTURAL SOLUTIONS Temp Diff across thickness = deg F Min Allow Out -of -Plane Deft Ratio = L / 100.0 Minimum Vertical Steel % = 0.0020 Using Stiff. Reduction Factor per ACI R.10.12.3 Roof Atledwent Flak AgarJment Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load L E 2.0 0.1480 0.1480 W k k/ft k/ft Direct entry of Lateral Wall Weight 24.60 psf Height 13.0 ft Endpoints from Base lopr bottom 15.0 0.10k/ft 29.0 20.50 k/ft (.1 ppuE d to ft.if 'STRIP ihYdn %") (Applied to (ull'STRIP Width") using the "Settings" menu Item and then using the "Printing & Title Block' selection. Title Block Line 6 Concrete Slender Wall Lic. # : KW -06002327 Description : Mt up at exterior deck at mid pier DESIGN SUMMARY PASS PASS PASS PASS Governing Load Combination , . Moment Capacity Check +1.20D+0.50L+0.20S+E Service Deflection Check D+L+S+E/1.4 Axial Load Check +1.200+0.50L+0.20S+E Reinforcing Limit Check Minimum Moment Check +1.40D Design M_ aximum__ Combinations____ •• Mo_ ments Axial Load Pu 0.06*rc"b*t Load Combination +1.20D+1.60Lr+0,80W at 0.00 to 0.90 +1.200+1.601.r -0.80W at 0.00 to 0.90 +1.200+1.60S+0.80W at 0.00 to 0.90 +1.200+1.605-0.80W at 0.00 to 0.90 +1,20D+0.50Lr+0.50L+1,60W at 0.00 to 0.90 +1.20D+0.50Lr+0.50L-1.60W at 0.00 to 0.90 +1.20D+0.50L+0.50S+1.60W at 0,00 to 0.90 +1.20D+0,50L+0.50S-1.60W at 0.00 to 0.90 +1,20D+0.50L+0.20S+E at 0.00 to 0.90 +1.20D+0.50L+0.20S-1.0E at 0.00 to 0.90 +0.900+1.60W at 0.00 to 0.90 +0.90D -1.60W at 0.00 to 0.90 +0.90D+E at 0.00 to 0.90 +0.90D -1.0E at 0.00 to 0.90 Design Maximum Combinations - D Load Combination D+L+W at 15.30 to 16.20 D+L+W+S/2 at 15.30 to 16.20 D+L+S+W/2 at 15.30 to 16.20 D+L+S+EN.4 at 14.40 to 15.30 D+0.5(L+Lr)+0.7W at 15.30 to 16.20 D+0.5(L+Lr)+0.7E at 14.40 to 15.30 Project Descr, V1] v . Fire .c.tUscrsu niZocuME-1tENERCA-OSFQFF-1.EC6 ENERCALC, INC, 19832013, Bu8d:6.13.8.31, Ver:6.13.8.31 Licensee : PCS STRUCTURAL SOLUTIONS Results reported for "Strip Width" of 30.0 In Actual Values , .. Allowable Values .. . Maximum Bending Stress Ratio = 0.8550 Max Mu -26.388 k -ft Min. Defl. Ratio 255.20 Max. Deflection 1.270 In Max Pu / Ag 5.320 psi Location 0.450 ft Controlling Aslbd 0.01523 Aslbd = 0.0 to bal Phi * Mn Max Allow Ratio Max. Allow. Defl. 0.06*fc Mcracking 4.108 k -fl Minimum Phi Mn Maximum Reactions .. . Top Horizontal Base Horizontal Vertical Reaction for Load Combination.... E Only E Only D+L+S+El1.4 30.863 k -ft 100.0 3.240 In 180.0 psi 0.01355 30.667 k ft 2.718 k 4.529 k 5.220 k Moment Values 0.6 " Mcr Mu Phi Phi Mn As As Ratio rho bal . P•n ir,2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000 0.000 0,000 0,00 0.00 0.00 0.00 0,000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0,000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 0.89 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0,0135 0.000 12.960 1.64 1,70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12,35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 10.56 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 10.56 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12.960 1.64 1.70 0.90 12.35 0.868 0.0152 0.0135 0.000 12,960 1,64 10.52 0.90 12.35 0,868 0.0152 0.0135 0.000 12.960 1.64 10.52 0.90 12.35 0.868 0.0152 0.0135 ®flections Axial Load Moment Values Stiffness Pu Mcr Mactual I gross I cracked I effective I k k -ft 'r:-tt in'•%. in 0.000 0.00 0.00 0,00 0.00 0.000 0.000 0.986 1.64 0.61 216.00 101,58 162.000 0.119 0.986 1.64 0.61 216.00 101.58 162,000 0.119 0.986 1.64 0.31 216.00 101.58 162.000 0.059 1.051 1,64 4.27 216.00 101.65 101.654 1.270 0.986 1.64 0.43 216.00 101,58 162.000 0.083 1.051 1.64 4.18 216.00 101.65 101.654 1.243 Deflections Deflection Dell. Ratio 0.0 2,730.2 2,730.2 5,460.4 255.2 3,900.3 260.7 using the "Settings" menu item • and then using the 'Printing & Title Block' selection. Title Block Line 6 ff Concrete Slender Wall # : KW -06002327 Description : tilt up at exterior deck at mid pier Reactions - Vertical & Horizontal Load Combination Base Horizontal D Only 0.0 k S Only 0.0 r. W Only 0.5 k E Only 4.5 D+L+Lr 0.0 4 D+L+S 0.0 p+L+W+S 0.5 k D+L+S+W12 0.3 i D+L+S+E11.4 3.2 Project Descr: -1 ;Lac FUu =caUsens.inihUOQCUME-11ENERCA-1 PSFOFF-1.Ec8 ENERCALC, INC.1983.2013, 8wkl:6.13.8.31, Vv.8.118.31 LIconsao : PCS STRUCTURAL SOLUTIONS Top Horizontal 0.00 k 0.00 k 0.37 k 2.72 k 0.00 k 0.00 k 0.37 k 0.19 k 1.95 k Vertical Wall Base 5.220 k 0.000 k 0.000 k 0.000 k 5.220 k 5.220 k 5.220 k 5.220 k 5.220 K Structural Solutions Project: r" Job No: V1'0 IA Subject: Sheet Name. 44 Originating Office: D Seattle ❑ Tacoma Date- to '101ia' r�Q-Z- tk S o 4EisvAt. (1,3 O 4 C‘F6t)( �3�54C.ok,sC.7-s- = 14- Atot.--r" 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 W`OW 11;1 U1 TO: FROM: DATE: SUBJECT: MEMORANDUM Richard Takeshi rtia Rachelle Ripley May 24, 2019 Permit Number D18-0101 Please credit $178.12 (one hundred seventy-eight dollars and twelve cents) for a credit card transaction made on June 27, 2018. The permit has been canceled. Please provide the refund as follows: Account 000.322.101.00.00: $ Account 000.322.900.04.00: $ Thank you! 169.64 8.48 Total: $ 178.12 PermitTRAK $233.96 D18-0101 Address: 11621 E MARGINAL WAY S Apn: 1023049044 $233.96 Credit Card Fee $6.81 Credit Card Fee R000.369.908.00.00 0.00 $6.81 DEVELOPMENT $216.55 PERMIT FEE WASHINGTON STATE SURCHARGE R000.322.100.00.00 B640.237.114 0.00 0.00 $212.05 $4.50 TECHNOLOGY FEE $10.60 TECHNOLOGY FEE TOTAL FEES, PAID. BY RECEIPT tR148 R000.322.900.04.00 0.00 $10.60 233. Date Paid: Wednesday, June 27, 2018 Paid By: AMANDA MOORE Pay Method: CREDIT CARD 013588 Printed: Wednesday, May 22, 2019 3:51 PM 1 of 1 erirrim SYSTEMS Kandace Nichols From: Amanda Moore <amoore@psfmech.com> Sent: Friday, May 17, 2019 12:10 PM To: Kandace Nichols Subject: Permit D18-0101 PSF Mechanical Good afternoon Kandace, We received a letter letting us know this permit is about to expire and has not received a final inspection. There doesn't seem to be anything I need to do if we choose to let it expire. I wanted to go ahead and let you know that we will not be renewing the permit at this time as the project will not be commencing for the next year or more. Can we cancel the permit and request a refund? Then we would reapply when we are ready to move forward. Please let me know. Thank you! Amanda Moore 1 Permits and Licensing d (206) 812-7683 psfmechanical.com PSF Mechanical,Inc. Building Relationships. Creating Environments. CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 1 5/2/2019 City of Tukwila Department of Community Development AMANDA MOORE 11621 E MARGINAL WAY S TUKWILA, WA 98168 RE: Permit No. D18-0101 PSF MECHANICAL 11621 E MARGINAL WAY S 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 6/24/2019. 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 6/24/2019, 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, CD/Z141-0-0_/62(16 andace Nichols Permit Technician File No: D18-0101 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r\ City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 21, 2018 Amanda Moore PSF Mechanical Inc. 11621 E Marginal Way S Tukwila, WA 98168 RE: Request for Extension #1 Permit Number D18-0101 Dear Ms. Moore, This letter is in response to your written request for an extension to Permit D18-0101. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through June 24, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, '610 Bill Rambo Permit Technician File: Permit No. D18-0101 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov December 17th, 2018 City of Tukwila Department of Community Development 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 RE: Permit No. D18-0101 PSF Mechanical 11621 E Marginal Way S To whom it may concern, F Building Relationships. Creating Environments. We would like to request an extension on the above mentioned permit. Due to budgeting concerns we were unable to start work as previously scheduled. At this time work is expected to begin in the next 6 months. Please contact me if there are any questions or concerns. Sincerely, 1 Amanda Moore 1 Permits and Licensing PSF Mechanical,Inc. (206) 812-7683 permits@psfinech com i license@psfinecn Request for Extensio: r Current Expiration Date: Extension Request: /17. Approved for %� �days Denied (provide explanation) PSFMechanicalz Signature nitials C0171 RECEIVED CITY OF TUKWILA DEC 17 2018 PERMIT CENTER Corporate Office (206) 764-9663 Tacoma Office (253) 830-5978 11621 E Marginal Way S, Seattle, WA 98168 5009 Pacific Hwy E, Suite 21, Tacoma, WA 98424 es December 17th, 2018 City of Tukwila Department of Community Development 6300 Southcenter Blvd, Suite #100 Tukwila, WA 98188 RE: Permit No. D18-0101 PSF Mechanical 11621 E Marginal Way S To whom it may concern, F Building Relationships. Creating Environments. Please change the contact on this permit to Amanda Moore. It is currently associated with the architect and it should be changed to a PSF Mechanical contact. My contact information is as follows: permits@psfinech.com ph: 206-812-7683 Amanda Moore 1 Permits and Licensing PSF Mechanical,Inc. (206) 812-7683 1 permits@psfinech corn license@psfinech corn PSFMechanical= RECEIVED CITY OF TUKWILA DEC 1s7 2018 PERMIT CENTER Corporate Office (206) 764-9663 Tacoma Office (253) 830-5978 11621 E Marginal Way 5, Seattle, WA 98168 5009 Pacific Hwy E, Suite 21, Tacoma, WA 98424 11/1/2018 City of Tukwila Department of Community Development BRUCE STOCK 99 BLANCHARD ST SEATTLE, WA 98121 RE: Permit No. D18-0101 PSF MECHANICAL 11621 E MARGINAL WAY S Dear Permit Holder: f 1 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 12/24/2018. 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 12/24/2018, 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, Bill Rambo Permit Technician File No: D 18-0101 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 April 25, 2018 i City of Tukwila Department of Community Development BRUCE STOCK 99 BLANCHARD ST SEATTLE, WA 98121 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0101 PSF MECHANICAL - 11621 E MARGINAL WAY S Dear BRUCE STOCK, f• Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Engineer's calculations and plan sheet are missing date of signature. Please provide all engineer's plan sheets with calculations to include the date of signature. See general note above. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, .--,i(M -p64AiL Bill Rambo Permit Technician File No. D18-0101 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: D18-0101 PROJECT NAME: PSF MECHANICAL DATE: 05/15/18 SITE ADDRESS: 11621 E MARGINAL WAY S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AIN° 11`4 Bui ding Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 05/15/18 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: DUE DATE: 06/12/18 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 f'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0101 DATE: 04/10/18 PROJECT NAME: PSF MECHANICAL SITE ADDRESS: 11621 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A71— COW 11—t- ( Building Division g Ili 6)--(f3 Public Works A -v\ 14)010 frfaty, AP 1-1-(3-49 Fire Prevention Structural a PRELIMINARY REVIEW: Not Applicable n (no approval/review required) Planning Division Permit Coordinator DATE: 04/12/18 w Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 05/10/18 Approved nApproved with Conditions n Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ( � CORRECTION LETTER MAILED: " 3.E. r0 Departments issued corrections: BId� i Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ' E O % 1 Plan Check/Permit Number: D18-0101 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: PSF Mechanical Project Address: 11621 E MarginalarWay S Contact Person: t31/1-44- 6� 6.74M Summary of Revision: Phone Number: 2,0( i "1 " r �c J l -1-1.44(114/2.44- O.)1 5 4- C L,.M L4erci r+J,5 t 1-1;- pArrT tz' C-40) P"re.-vt- r RECEIVED CITY OF TUKWIL_J, MAY 10 2018 PERMIT CENTER Sheet Number(s): t 1 "Cloud" or highlight all areas of revision includi d e of evi 'os Received at the City of Tukwila Permit Center by: VI e5�� J Entered in TRAKiT on C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 51 1.M G 4s -c,, tau ( v�J E O'�' - fro 6 P S F MECHANICAL INC Home lspanol Contact Safety & Health Claims & Insurance Dtmnt coLvvaashbinogtronaS tate Industries epareof Search L&I Page 1 of 3 A -Z index Help My L� I Workplace Rights Trades & Licensing P S F MECHANICAL INC Owner or tradesperson Principals REYNOLDS, JAMES P, PRESIDENT READ, ANDREW A, PRESIDENT BEARDSLEY, WARREN SCOTT, SECRETARY CRITCHLOW, JAMES D (End: 09/27/2011) Doing business as P S F MECHANICAL INC WA UBI No. 601 318 369 11621 E Marginal Way S Suite A SEATTLE, WA 98168 206-764-9663 KING County Business type Corporation Governing persons WARREN S BEARDSLEY JOHN P KING; CHRISTOPHER J LAWSON; DOUGLAS 0 LONG; ANDREW AARON READ; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. PSFMEI*090NZ Effective — expiration 08/09/1991-10/05/2019 Bond ............... Travelers Cas & Surety Co Bond account no. 105975899q Active. Meets current requirements. $12,000.00 Received by L&I Effective date 03/13/2014 03/13/2014 Expiration date Until Canceled Bond history Insurance ....._............... Liberty Mutual Fire Insurance Policy no. TBZ91452741027 $1,000,000.00 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601318369&LIC=PSFMEI*090NZ&SAW= 6/27/2018 P S F MECHANICAL INC Received by L&I 09/28/2017 Effective date 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 LAI 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 848,535-00 Doing business as PSF MECHANICAL INC Estimated workers reported Quarter 1 of Year 2018 "Greater than 100 Workers" L&I account contact T3 / KAYLENE MONIER (360)902-6627 - Email: BRKB235@Ini.wa.gov Track this contractor Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 09/10/2014 Inspection no. 317399160 Location 9322 14 Avenue S Seattle, WA 98108 Inspection results date 04/01/2013 Inspection no. 316732031 Location 600 University Seattle, WA 98101 Violations No violations Page 2 of 3 e? 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=601318369&LIC=PSFMEI*090NZ&SAW= 6/27/2018 REVIEWED FOR CODE COMPLIANCE APPROVED AY 18 2018 pity of Tukwila BUILDING DIVISION' ARCHITECTURAL ABBREVIATIONS AB AC AD ACT ADA ADD ADDL ADDN ADJ ADJ/SHF AFF AGGR ALUM ALT AMP ANCH ANOD AOR APROX ARCH A55T ASSY AUTO AUX AV AWP Anchor Bolt (E) Acoustic/Alternating EA Current EB Area Drain EG Acoustic Ceiling Tile EJ Americans W/ Disabilities ActEL Addendum ELEC Additional ELEV Addition Adjustable/Adjacent Adjustable Shelf Above Finished Floor Aggregate Aluminum Alternate/Alteration Amperes Anchor Anodized (Anodic Coating) Area of Refuge Access Panel Approximate(ly) Architectural Assistant Assembly Automatic Auxiliary Audio Visual Acoustic Wall Panel BAL Balance BC Bottom of Curb BD Board BITUM Bituminous BL Building Line BLDG Building BLKG Block(ing) BM Bench Mark Bm Beam BOT Bottom BR& Bearing BRKT Bracket 135 Both Sides/Back Set BSC Bio -Safety Cabinet BSMT Basement BTW Between C Closer CAB Cabinet CARP Carpet GARPT Carpet Tile CB Catch Basin/Chalkboard CD Ceiling Diffuser/Cup Dispenser CER Ceramic C6 Corner Guard CH Coat Hook CHAN Channel CHAM Chamfer CAP Cast -in -Place (concrete) CJ Construction Joint CK Change Key CL Clearance CLG Ceiling CLJ Control Joint CLKG Calking CLOS Closet CLR Clear CLS Closer ELIMEMER EMPP EAM GL ETR EaJ EQUIP ES Existing Each Expansion Bolt End Guard Expansion Joint Elevation (Grade) Electric(al) Elevator/Elevation Eliminate Emergency EmergencyPower Enamel(ec Enclosed Entrance Equal Earthquake Joint Equipment Emergency Shower EST Estimate(d) ETC Et Cetera ETR Existing to Remain EXH Exhaust EXIST Existing EXP Exposed, Expansion EXT Exterior EXTD Extruded EW Eyewash EWC Electric Water Cooler F Fahrenheit /File Drawer F TO FFace to Face f -A Fire Alarm AC , Facility FB Flat Bar FBD Fiberboard FCU Fan Coil Unit FD Floor Drain FON ' Foundation FDPR Fire Damper FD5 Floor Divider Strip FE Fire Extinguisher FEC Fire Extinguisher Cabinet FF Finish Floor FH Fire Hydrant FHG Fire Hose Cabinet FHEC Fire Hose and Extinguisher. Cabinet FHMG Flat Head Machine Screw FHR Fire Hose Rack FHS Flat Head Screw FHWS Flat Head Wood Screw FIC Furnished And Installed By Contractor FIN Finish(ed) FL Floor Line/Floor FLASHFlashing FLEX Flexible FLG Flange FLR Floor(ing) FLUOi-fluorescent FND Funnel Drain F.O. Face of... FOIL Furnished By Owner Installed By Contractor FOTO Furnished And Installed By Owner FP Fireproofing) FRT Fire Retardant Treated FRZ Freezer CMF Composition Mastic F5 Full Size/Floor Sink Flooring - FT Foot/Feet GMS Countersunk Machine Screw FTC Footing CMT Ceramic Mosaic Tile FURS Furring CMU Concrete Masonry Units F. Fabric Wall Covering CO Clean out COL Column GA Gauge/Gage F) 7 Fixed C. ' FE Carbon Dioxide Fire Extinguisher G Gas Outlet COMB Combination/Combustible GALV Galvanized GOMM Communication GB COMP Compress(ed)(ion)/ GC GeneralGrabBar Contractor Compact(or)(ed)(ion)/ GEN General/Generator Composite(ion) CMPT Computer ClGGalvanized Iron GFRG Glass Fiber Reinforced CONC Concrete Concrete GOND Conduit, Condition GL Glass/Glazing/Glazed/ Grid Line CONF Conference CLAM Glue Laminated CONN Connect(ion) GLP Gypsum Lath and Plaster CONST Construction CND Ground CONT Continue/Continuous GPL Gypsum Plaster COORD Coordinate 65 Galvanized Steel CORR Corridor GT Glazed Tile CR Cold Rolled/Chemical /Curtain Rod GWB Gypsum Wallboard GYP Gypsum G5 Cup Sink CSK Countersink/Countersunk HC Hose Cabinet/Handicap CSP Combination Stand Pipe HGW Hollow Core Wood/Hot and CSV Conductive Sheet Vinyl CT Ceramic Tile CTG Coating CTR Center CW Cold Water (Domestic) GWS Countersunk Wood Screw D Deep d Penny (Nails) DC Direct Current DBL Double DEG Degree(s) DEM Demolish/Demolition DEPT Department DET Detail DF DIA DIAL DIM DIR DISC DISP DIV DL DN DR DS DSP DW DWG DWR Drinking Fountain/ Douglas Fir Deionized Water Diameter Diagonal Diffuser Dimension(s) Director(s) Disconnect Dispenser Division/Divider Dead Load Down Door/Drain Downspout Dry Standpipe Drain Tile Dish Washer Drawing (s) Drawer Cold Water HD Chemical Fume Hood HDBD Hardboard HDIND Hardwood HDR Header HE Horizontal Exit HOT Height HM Hollow Metal HMU Half and Half Masonry Units HORIZ Horizontal HP Horsepower/High Pressure/High Point HPL High Pressure Laminate HR Hour H5 Hook Strip/High Strength HSKG Housekeeping HT Height HTG Heating HTR Heater HztV Heating and Ventilating HVAC, HeatingNentilation/Air Conditioning HVP Hose Valve Cabinet HW Hot Water(Domestic)/Hardware HIND Hardwood HYD Hydrant ICT Infant Changing Table ID Inside Diameter/Inside Dimension ie that is G Insulating Glass MP Insulated Metal Panel N Inch NC Incubator NCANITicandescent NCL nclude(ing) NFO nformation NSTL nstallation/Install NSUL nsulate(d)(ing) NT nterior NV nvert JAN Janitor J-BOXlunction Box JST Joist -INT Joint KO KP K5 Knock Out Kick Plate Knee Space L Lead SFC Special Floor Coating LAB Laboratory SHF Shelf/Shelving LAV Lavatory 5HT Sheet LB(5) Pound(s) SHTG Sheathing LOIN Laboratory Cold Water SIM Similar LF Lineal Foot/Linear Foot sJ Steel Joist LC Laminated Glass 5K Sink LHD Laminar Air -Flow Hood SKL Skylight LHW Laboratory Hot Water SLDG Sliding LIN Linear SLR Sealer LL Locker 5ND Sanitary Napkin Dispenser LL Live Load 5NT Sealant LP Low SNW Sanitary LT Light SPEC Specification/NapkinSpeciWasterfied LTG LightingPoint SPK Speaker LTWT Lightweight SPG Special LVR Louver 5PR Sprinkler SQ Square MACH Machine 5T ST Stainless Steel STD Standard MAINT Maintenance MAS Masonry STF Stiffener MAT Material STL Steel MAXMaximum STM Steam Mgg Machine Bolt 5Th Stone NRS Member STOR Storage MDF Medium Density FiberboardsTR Straight MECH Mechanical STRUC Structural MED Medical/Medium MEMS Membrane SUBFL Subfloor(ing) MFB Mineral Fiber Board SUP Supply MFG Manufacturing MFR Manufacturer MGR Manager MFP Metal Flush Pull MIN Minimum/Minute MIR Mirror MISG Miscellaneous MK Master Key(ed) ML Metal Lath MLDG Moulding MOD Modular/Modified/ MON Monitor MP Movable Partition MR Mat Recess, Mod Rack MMTL T Mount MTD Mounted MTC Mounting Metal MTR Motor MUL Mullion MW Microwave Oven NEC Negative NIC Not In Contract NO Number NOM Nominal NTS . ` Not to Scale O Outlet OA Overall/ 035 Observation OG On Center OD Outside Diameter OF Outside Face/Overflow OFD Overflow Drain OFF Office OH Overhead/Overhang/ OPH Opposite Hand OPN(G)Open(ing) OPP Opposite PB Panic Bolt/Push Button PBD Particleboard FCC Precast Concrete PCD Paper Cup Dispenser PCP Precast Concrete Panel PDN Pencil Drawer PDN Power Driven Nail PDS Power Driven Stud PED Pedestal PERF Perforated(d) PERIM Perimeter PERP Perpendicular PF Prefinished PFB Prefabricate(d) PG Plate Glass PGBD Pegboard PH Phase PL Plate P -LAM Plastic Laminate PLBG Plumbing PLF Pounds/Linear Foot PLYWD Plywood PMU Pumice Masonry Units PNEU Pneumatic PNL Panel PNTD Paint(ed) POL Polish(ed) PORT Portable PP Push Plate PR Printer PRELIMPreliminary PRESS Pressure PROJ Project(ion) PROP Property PROT Protective P5 Prestressed P5F Pounds Per Square foot PSI Pounds Per Square Inch PT Pressure Treated) PT DISI Paper Towel Dispenser PVC Polyvinyl Chloride PVMT Pavement FI^IR Power QT Quarry Tile/Quart OTR Quarter QUAN Quantity R Radius RB Rubber Base RCP Reflected Ceiling Plan RCWY Raceway RD Roof Drain/Road SEC Receiving RECEP Reception RECT Rectangular RECVDReceived REF Refrigerator REINF Reinforce(d)(ing)(ment) REL Relite R55 Rod and Shelf REQ Require(d)/Requirement RESIL Resilient RET Return REV Revision RM Room RND Round SO Rough Opening RTN Return RWL Rainwater Leader 5 CONCSealed Concrete SAM Self -Adhered Membrane SAN Sanitary SG Solid Core 5CD Seat Cover Dispenser 5012. Shower Curtain Rod SD Soap Dispenser/Soap Dish SDPR Smoke Damper.. SECT Section SUPP SURF 5U5P S$V. 5V 5YM SYN SYS Support Surface Suspended) Stain and Varnish Sheet Vinyl Special Wall Coating Symmetrical Synthetic System ARCHITECTURAL GRAPHICS Elevation Elevation NORTH ARROW FLOOR ELEVATION COLUMN GRID SYMBOLS T Top, Tread, Toilet T$B Top and Bottom TB Towel Bar/Tack Board TC Top of Curb/Top of Concrete TD Towel Dispenser TDW Towel Dispenser and Waste TEL Telephone TEMP Temperature/Tempered/ Temporary TG Tempered Glass T*G Tongue & Groove THERMOhermostat(rc) THK Thickness) THRU Through TJI Truss -Joist International TOC Top of Concrete TOIL Toilet TOL Tolerance TOP Topping TO5 Top of Steel TPD Toilet Paper Dispenser TPD$5 Toilet Paper Dispenser and Shelf TPH Toilet Paper Holder Toilet Partition Tread Track Tube Steel Typical Uniform Building Code Unless Otherwise Noted Unless Noted Otherwise TPTN TRD TRK T5 TYP UO N. UNO ✓ Volts V,VAG Vacuum Outlet VAP Vapor VAR VariableNarnish/ VB Vinyl BaseNacuum BreakerNapor Barrier VBT Vertical Blind Track VCT Vinyl Composition Tile VD Volume Damper VENT Ventilation/Ventilate/ Ventilator VERT Vertical VEST Vestibule VG Vertical Grain VIB Vibration VIF Verify In Field VJ V -Jointed VM Vending Machine VOL Volume VP Veneer Plaster VT Vinyl Tile vinic, Vinyl Wall Covering IN Watts W Wide/West/Waste/Water IN/ With W/O Without YNB Wnite Board/Wood Base WG Water Closet WGT Washable Ceiling Tile WD Wood WDIN Window WF Wide Flange (Steel) Wire Glass/Wall Grill Water Line lNO Walk Off (Mat) INP Work Point WK Work WP,WPF Waterproof/Weatherproof IAIPJ Weakened Plane Joint WPM Waterproof Membrane WR Waste Receptacle/Water Repellent Water Resistant Barrier Wood Screws/Waterstop Weatherstrip/Wet Stand Pipe Welded Sheet Vinyl Weight/Watertight Welded Wire Fabric Welded Wire Mesh WRB INS WSP WSV WT ININF WWM YD Yard Drain Symbols i 0 F2 A 4 - Angle At Centerline Channel Per Perpendicular Plate Round or Phase (Electrical) Diameter Square Square Feet And Delta Plus or Minus 101.a 1u1 WALL TYPE CENTER LINE INDICATOR DOOR TAG WINDOW TAG VICINITY MAP CLOUD AREA OF REVISION EXTERIOR ELEVATION INTERIOR ELEVATION DETAIL CALLOUT VIEW NUMBER SHEET NUMBER SECTION VIEW VIEW NUMBER SHEET NUMBER REVISION INDICATOR PROJECT TEAM DINNER ARCHITECT STRUCTURAL ENGINEER P5F MECHANICAL, INC. ATTN: TBD 11621 E MARGINAL YVAY TUKINILLA IN1 x8168 STOCK 4 ASSOCIATES, INC. ATTN: BRUCE STOCK ATTN: RYAN HARASIMOINICZ 99 BLANCHARD STREET SEATTLE INA 98121 PCS STRUCTURAL SOLUTIONS ATTN: JIM HARRIS 811 FIRST AVENUE SUITE 620 SEATTLE INA 98104 GENERAL TBD CONTRACTOR CODE INFORMATION 1. BUILDING ADDRESS 2. JURISDICTION PERMIT it PROJECT # 3. CODES 4. ZONE 5. TAX ASSESSOR'S NUMBER G. CONSTRUCTION TYPE 7. OCCUPANCY TYPE 8. BUILDING AREA 9. SCOPE OF WORK 11621 E MARGINAL WAY 5 TUKWILLA, INA 88168 GENERAL REQUIREMENTS 1. DO NOT SCALE DRAWINGS FOR DIMENSIONS. WHERE THERE 15 A DISCREPANCY BETWEEN WRITTEN DIMENSIONS OR CONDITIONS CONTACT ARCHITECT FOR INTERPRETATION PRIOR TO COMMENCEMENT OF WORK. THE DETAILS. ARE TYPICAL AND SHALL BE USED FOR LIKE AND SIMILAR CONDITIONS NOT SHOWN- COORDINATE ALL DIMENSIONS WITH THE ARCHITECT 2. THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT AND CAN BE REPRODUCED ONLY WITH THE PERMISSION OF THE ARCHITECT, IN WHICH CASE THE REPRODUCTION MUST BEAR THEIR NAMES AS ARCHITECT. 3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DATUMS, LEVELS AND ALL CONDITIONS AT JOB SITE, INCLUDING BUILDING AND SITE CONDITIONS PRIOR TO COMMENCING WORK. REPORT ALL DISCREPANCIES TO ARCHITECT. 4. CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES AND SCHEDULE THE WORK TO EXPEDITE COMPLETION OF THE WORK. 5. DIMENSIONS ARE TO THE BUILDING GRID LINES OR THE FACE OF CONCRETE / FACE OF FINISHED WALL UNLESS OTHERWISE NOTED. CONSULT WITH THE ARCHITECT REGARDING ANY SUSPECTED ERRORS, OMISSIONS, OR CHANGES ON PLANS BEFORE PROCEEDING WITH THE WORK. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE TASK. 1. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. S. PROVIDE ALL NECESSARY BLOCKING, BACKING AND FRAMING FOR CASEWORK, FIXTURES, ELECTRICAL ITEMS, RESTROOM ACCESSORIES AND ALL ITEMS REQUIRING SAME. REPETITIVE FEATURES DRAWN ONLY ONCE AND NOTED A5 TYPICAL SHALL BE PROVIDED A5 IF DRAWN OR NOTED IN FULL. 10. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR ARCHITECTS REVIEW FOR CASEWORK, MILLWORK, AND OTHER ITEMS REQUIRING CUSTOM SHOP FABRICATION 11. CONTRACTOR TO PROVIDE ALL FIRE/EMERGENCY SYSTEMS A5 REQUIRED BY ALL APPLICABLE CODES. FIRE/EMERGENCY SYSTEMS INCLUDE, BUT ARE NOT LIMITED TO, SPRINKLER MODIFICATIONS, FIRE EXTINGUISHERS, AUDIBLE ALARMS AND STROBES, SMOKE AND HEAT DETECTORS AND EXIT SIGNS. 12. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL WORK AND MATERIALS IN ACCORDANCE WITH ALL APPLICABLE CODES INCLUDING CITY, COUNTY, STATE, FIRE, AND ACCESSIBILITY CODES. 13. EACH SUBCONTRACTOR SHALL LEAVE THE SITE BROOM CLEAN AT THE COMPLETION OF HIS/HER WORK. ALL DEBRIS AND PACKING MATERIALS SHALL BE REMOVED FROM THE SITE AT THE END OF EACH WORK DAY. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COMPREHENSIVE FINAL CLEANING OF THE SITE. 14. ALL MATERIALS TO BE NEW UNLESS NO TEll AS EXISTING 15. CONTRACTOR TO CLEAN ALL DUST ACCUMULATION FROM OVERHEAD HORIZONTAL AND VERTICAL SURFACES ABOVE THE CEILING LINE PRIOR TO CLOSING CEILING. 16. CONTRACTOR TO ACQUIRE ALL REQUIRED PERMITS NOT COVERED BY THE BUILDING PERMIT. 17. IN ADDITION TO THE DEMOLITION SPECIFICALLY SHOWN, CONTRACTOR SHALL CUT, MOVE OR REMOVE ITEMS AS NECESSARY TO PROVIDE ACCESS OR TO ALLOW ALTERATIONS AND WORK TO PROCEED - INCLUDING ITEMS SUCH AS RE-ROUTING OF EXISTING UTILITIES, REMOVAL OF ABANDONED ITEMS AND REMOVAL OF DEBRIS SUCH AS ROTTED WOOD, RUSTED METAL AND Dt I tKIORATED CONCRETE. RETURN ALL EQUIPMENT TO BE REMOVED TO OWNER. TBD@ PSFMECH.COM TEL.206.764.9663 BSTOCK@STOCKANDASSOCIATES.COM RHA<RASIMOINICZ@STOCK4NPASSOCIATES.COM TEL.206.443.0494 FA X.206.443.0495 CITY OF TUKWILLA PERMIT CENTER 6300 SOUTHCEN rEi. BOULEVARD, SUITE 100 TUKWILLA, INA 98188 TEL. 206.431.3670 2015 BC. MCl/L 102304804406 TYPE III -B B - OFFICE JHARRIS@PGS-STRUCTURAL.COM TEL.206.292.5076 41,823 SOFT EXISTING (35,562-L1, 6,361-L2) + 710 SOFT PROPOSED TI - INSTALLATION OF EXTERIOR 2ND FLOOR BALCONY SHEET NO. SHEET INDEX SHEET NAME PHASE 3 ARCHITECTURAL A0.1 COVER SHEET A0.2 LIFE SAFETY LEVEL 2 A0.3 SITE PLAN A2.12 BALCONY PLAN, ELEVATION & RAILING SECTION STRUCTURAL 80.1 GENERAL NOTES S2.1 FOUNDATION PLAN, MEZZANINE FRAMING PLAN 83.1 DETAILS LEGAL DESCRIPTION LOT 3 OF CITY OF TUKWILA SHORT PLAT NO 90-2-55 RECORDING NO 9003121482 5D SHORT PLAT DAF - POR OF GOV LOT 3 $ OF 5E 1/4 OF NE 1/4 OF SEC 09-23-04 TGW POR OF GOV LOT 6 $ OF SW 1/4 OF NW 1/4 OF SECTION 10-23-04 - BAAP 70 FT RGT OF ENGR STA H 556+57.3 BEING A PT ON NELY MGN SHEET 1 OF 7 FOR R/W 5R 99 5 118TH 5T TO JUNCTION 55H NO 1-K APPROVED JULY 23, 1957 SD PT BEING PT OF TANGENCY OF CURVE THRU POINT BEARING N 42-02-03 E 748.51 FT TH SELY ALG 5D MGN & SAID CURVE THRU C/A OF 04-26-56 ARC DISTANCE OF 58.12 FT TH N 41-57-30 E 499.81 FT TH N 15-27-21 E 75.56 FT TO POB TH S 14-32-39 E 212.89 FT TH 5 78-39-54 E 128.28 FT TH S 81-20- 44 E 447.24 FT TAP OF CURVE CONCAVE TO N TH ELY ALG 5D CURVE RAD OF 170 FT THRU C/A OF 15-51-28 ARC DIST OF 47.05 FT TH N 82-47-48 E 101.13 FT TO INLY MGN OF FOR OF SECTION Cl CONDEMNED IN SUPERIOR COURT CAUSE NO 646697 TH S 07-08-23 E 544:81 FT ALONG WESTERLY MARGIN TO A LN 60 FT N OF $ PLW ENGR B -LINE A5 SHOWN ON SHEET 1 OF 7 FOR R/W SR 98 SOUTH 118TH ST TO JUNCTION 55H 1-K APPROVED JULY 23, 1957 TH N 88-10-42 W 630.87 FT TAP 60 FT RGT OF ENGR STA B 548+00 SAID RAN PLANS TH N 78-41-19 W 359.21 FT TAP 70 FT RGT OF ENGR STA H 551+64.4 5D PT ALSO BEING PT OF CUVE CONCAVE TO NORTH RAD PT BEARING N 10-18-41 E 748.51 FT TH NWLY ALG 5D CURVE THRU C/A OF 30-03-04 ARC DISTANCE OF 392.59 FT TH N 41-57-30 E 499.81 FT TH N 15-27-21 E 75.56 FT TO FOB PERMIT DOCUMENTS 2018.02.28 N ■ DESCRIPTION OF WORK CONSTRUCTION OF EXTERIOR SECOND FLOOR BALCONY. EXISTING DOORS (CURRENTLY FIXED CLOSED) TO BE MADE OPERABLE FOR ACCESS FROM EXISTING SECOND FLOOR. FILE COPY Permit No. DI(6f/ 0101 Plan review approval is subject to errors ar1.' c;crs. Approval of construction documents doss nbt cut ;ze the violation of any adopted code or crdinanse. Ro c c -t of approved Field Co.,y and conditions is ackr ow cdzed: By: Date: (0 I f -/miry$ ' City of Tukwila BUILDING DIVISION SEPARATE. 1 E:7:',i I��l l:s':--u, r,. i�..,-17i vi 1. eilomanicat 'Eiectncai [Ptu bing CisyoasfT:Pipingk fta tRrVIS!ONS No changes sb r.=: made to the scope of work .fithc .t prior approval of Tukwilat~i,t NOTE: Revsians will require a n'."/ plan submittal and may inc:ude additional plan review fees. STOCK&ASSOCIATES arch itecture.1nteriors Stock & Associates, Inc. 99 Blanchard Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com CHITE BR E -R. -STOCK- STATE OF WASHINGTON -PERMIT - _ _ _ _ 14 MAR: DOCUMENTS 2018 Cis) lug Lll (c=t - - - )r(34 - - - Ct C� D W D CtO - I' --"--II - - - - - - El ( RECEIVED - CITY OF TUKWILA . - - APR 10 2018 - PERMIT CENTER - - I 0 COVER SHEET JIJRI ICTIO �l: AP:PFlow .............. 2018-03-15 1:49:13 PM 100 11 +/- 24' - 6" +/-24'-6" +/- 2 +/-24'-6 +/-24'-6 IT TRAVEL DISTANCE +/- 1881-0" _ ._. (EXIT BELOIN) ----- .-- EXIT TRAVEL DISTANCE +/- 243'-O" (EXIT BELOW) MD CD CD CID CM CD MD IMO MD CM 4M1 CD IDD =0 CD CD MD PHASE 3 LIFE SAFETY PLAN - LEVEL 2 SCALE: 3/32" = 1'-0" OCCUPANCY SCHEDULE Number Name Area Occupancy Function 201 BOARD ROOM 298 SF ASSEMBLY (UNCONCENTRATED) 203 BREAKROOM 131 5F ASSEMBLY (UNCONCENTRATED) 204 BALCONY 710 SF ASSEMBLY (UNCONCENTRATED) 205 VENDING 241 SF ASSEMBLY (UNCONCENTRATED) ASSEMBLY (UNCONCENTRATED) 1987 SF 200 LANDING 379 SF BUSINESS AREA (OFFICE) 202 COLLABORATION 329 SF BUSINESS AREA (OFFICE) 202A SEATING 205 SF BUSINESS AREA (OFFICE) 205A HUDDLE 363 5F BUSINESS AREA (OFFICE) 206 HALL 112 SF BUSINESS AREA (OFFICE) 207 RR 62 SF BUSINESS AREA (OFFICE) 208 RR 62 SF BUSINESS AREA (OFFICE) 201 QUIET 89 SF BUSINESS AREA (OFFICE) 210A PRIVATE OFFICE 139 SF BUSINESS AREA (OFFICE) 210B PRIVATE OFFICE 165 SF BUSINESS AREA (OFFICE) 2100 SECURE FILES 238 SF BUSINESS AREA (OFFICE) 211 OPEN OFFICE 2111 SF BUSINESS AREA (OFFICE) BUSINESS AREA (OFFICE) Grand total EGRESS SUM ARY 4374 SF 6361 SF PLUMBING FIXTURE CALCULATION BUSINESS FACILITIES (EXISTING FIXTURE COUNTS INCLUDE L1): FEMALE OCCUPANTS: 280 NUMBER OF WCs PROVIDED = NUMBER OF LAVs PROVIDED = MALE OCCUPANT : 280 NUMBER OF WC5 PROVIDED = NUMBER OF LAVs PROVIDED = qNG 6 LAVs q WG 6 LAVs NUMBER OF DRINKING FOUNTAINS) = 1 DF FUNCTION OF SPACE TOTAL AREA (SOFT) OCCUPANT LOAD FACTOR TOTAL OCCUPANTS EXIT WIDTH REQUIRED (STAIR) EXIT WIDTH PROVIDED (STAIR) EXIT WIDTH REQUIRED (NON -STAIR) EXIT WIDTH PROVIDED (NON -STAIR) ASSEMBLY (UNCONCENTRATED) 1,981 (NET) 15 SOFT/OCC 133 26.6" 102" 20.0" 108" BUSINESS AREA 4,374 (GROSS) 100 SOFT/OGG 44 8.8" 102" 6.6" 108" TOTAL 6,361 (GROSS) - 177 35.4" 102" 26.6" 108" (1 REQD) (5 READ) (7 READ) (5 REQD) AREA OF WORK TRAVEL DISTANCE EXIT TRAVEL DISTANCE: MAXIMUM ALLOWED PER IBC 2015 TABLE 1017.2 = MAXIMUM ACTUAL TRAVEL DISTANCE = 300'-O" 243' - 0" COMMON PATH OF TRAVEL DISTANCE: MAXIMUM ALLOWED PER IBC 2015 TABLE 1006.2.1 = 100' - 0" MAXIMUM ACTUAL = 32' - 0" MAXIMUM DIAGONAL CALCULATION PER IBC 2015 SECTION 1007.1.1 THE SEPARATION DISTANCE SHALL NOT BE LESS THAN 1/3 OF THE LENGTH OF THE MAXIMUM DIAGONAL DIMENSION OF THE AREA SERVED. MAX DIAGONAL = 1/3 OF MAX DIAGONAL = SEPARATION OF EXITS PROVIDED = 140' - 0" 46'-8" 80'-21/4" REQUIRED. NUMBER OF EXITS PER IBC 2015 TABLE 1006.3.1 AN OCCUPANT LOAD PER FLOOR LESS THAN 500 REQUIRES 2 EXITS PER FLOOR. TOTAL OCCUPANT LOAD = 177 OCCUPANTS EXITS REQUIRED: EXITS PROVIDED: (2) (2) EGRESS LOSS CALCULATION PER 2015 IBC 1005.5 - LOSS OF ANY ONE MEANS OF EGRESS SHALL NOT REDUCE THE AVAILABLE CAPACITY TO LESS THAN 50% OF THE REQUIRED CAPACITY: THIRD FLOOR TOTAL OCCUPANT LOAD = 1T1 OCCUPANTS 1/2 OF TOTAL OCCUPANT LOAD= 89 OCCUPANTS ANY (1) EXIT MUST ACCOMMODATE 1/2 OF THE TOTAL OCCUPANT LOAD. LOAD AT EXIT MUST BE = SQ OCCUPANTS (26.7" AT EITHER EXIT) EGRESS WIDTH CALCULATION (STAIR) PER 2015 IBC 1005.3.1: TOTAL WIDTH REQUIRED FOR EGRESS COMPONENTS (STAIR) = 0.20" PER OCCUPANT WHEN SPRINKLERED SECOND FLOOR TOTAL OCCUPANT LOAD = 1T1 WIDTH STAIR COMPONENT (0.20 x170 = 35.4" TOTAL WIDTH REQUIRED = 35.4" TOTAL WIDTH PROVIDED = 102" EGRESS WIDTH CALCULATION (NON -STAIR) PER 2015 IBC 1005.3.2: TOTAL WIDTH REQUIRED FOR EGRESS COMPONENTS (NON -STAIR) = 0.15" PER OCCUPANT WHEN SPRINKLERED THIRD FLOOR TOTAL OCCUPANT LOAD = 177 WIDTH NON -STAIR COMPONENT (0.15 x 1T7) = 26.6" TOTAL WIDTH REQUIRED = 26.6" TOTAL WIDTH PROVIDED = 108" REVIEWED FOR CODE COMPLIANCE APPROVED STOCK&ASSOCIATES MI architecture.interiors Stock & Associates, Inc. 99 Blanchard Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com 6212. BR E -R. -STOCK- STATE OF WASHINGTON -PERMIT _ _ _ _ _ 14 MAR_ DOCUMENTS 2018 p_n_q cepi LL1- n I-- MI 113-9 < C MAY 18 2318 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 10 2018 PERMIT CENTER D\c64 0101 '- - d O ..... 2018-03-15 1:49:18 PM 103, _ 5 116TH STREET 116 - 1/4" FRONT O I SETBACK 41: MINIIIMMMINEMMONe II cic C!c �CiCIC I\ -- 47) COMPACT I (7) NORMAL 808/1111 "NMI —I Ci CICIC C'IC IC COMPACT-- ACT- — 4Ir 7) NORMAL IGHT - - TRIANGLE O FIRE ° HYDRANT\ 1. CENTER -LINE - TYPICAL EXISTING PEDESTRIAN WALKYIAY i N LANDSCAPE AV EXISTING ADJACENT BUILDING (E) TRASH ENCLOSURE (4) COMF1T - 0" 4't I I �I I I I I II (6) NORMAL I (2) ACCESSIBLE I \STINGIIS PEDESTRIAN 1NALKIN4Y ;II 1 FIRE HYDRANT I \ \\1 SECOND FLOOR BALCONY EXISTING DIESEL GENERATOR / \\I OPEN -ENCLOSURE AREA OF WORK I (2) NORMAL I (2) ACCESSIBLE EXISTING ADJACENT BUILDING MAIN i ENTRY \(1) NORMAL I II I I I I � I I I (7) NORMAL I I \ II I II I EXISTING EASEMENT SITE PLAN SCALE: 1" = S0' -O" (10) COMPACT 4 I I C C (E). COMPACTOR 1 \ EXISTING AlNNING I ABOVE ENTRY TRUCK LOADING DOCK FIRE HYDRANT ° (E) TRASH I- ENCLOSURE LANDSCAPE 1 i LANDSCAPE BIKE RACK i I I 1 II I (6) NORMAL I (2) ACCESSIBLE , I \ II II i I 1 1 N b (10) NORMAL (6) NORMAL - -(4) COMPACT— - LANDSCAPE ---(2) (8) NORMAL COMPACT= C CCCC 1 1 N b (10) NORMAL (6) NORMAL - -(4) COMPACT— - LANDSCAPE (9) NORMAL LANDSCAPE FIRE • _HYDRANT_- — (7) NORMAL i 1 1 i 1 PROPERTY LINE SA REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2318 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 10 2018 PERMIT CENTER STOCK&ASSOCIATES arch itecture.interiars Stock & Associates, Inc. 99 Blanchard Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com. PERMIT DOCUMENTS 14 MAR 2018 CO � 115 ($=) - rry- (It 0 W D �• BYO z 0 CD o� 2 V Z d 171g•0101 2018-03-15 1:49:30 PM ---(2) (8) NORMAL COMPACT= C c -- (9) NORMAL LANDSCAPE FIRE • _HYDRANT_- — (7) NORMAL i 1 1 i 1 PROPERTY LINE SA REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2318 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 10 2018 PERMIT CENTER STOCK&ASSOCIATES arch itecture.interiars Stock & Associates, Inc. 99 Blanchard Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com. PERMIT DOCUMENTS 14 MAR 2018 CO � 115 ($=) - rry- (It 0 W D �• BYO z 0 CD o� 2 V Z d 171g•0101 2018-03-15 1:49:30 PM BEAMS PER STRUCTURAL UNBLOCK EXISTING DOORS - TYPICAL EXISTING COLUMN BASES:, - - •- -:FIELD VERIFY LOCATIONS - • COLUMN/BEAM ..• _ ,CONNECTION PER • STRUCTURAL- • ; •-• TYPICAL EQ EQ 5'-0" 2'-0" 1BALCONY CONSTRUCTION PLAN / SCALE: 1/4 = 1 +/- 20' 3" +/- 20' - 5" 2'-0" / 5'-0" HD& STEEL GUARD-RAIL EXISTING BUILDING COLUMNS PER STRUCTURAL EXISTING OPEN-AIR GENERATOR ENCLOSURE L2 12' - 6" EXISTING PARKING CURB - STOPS PER SITE -PLAN L1 O'' - O L2 12'-6" BALCONY ELEVATION SCALE: 1/4" = 1-O" BALCONY RAILING. SCALE: 1" = 1'-O" VERIFY NO PASSAGE OF 4-3/8" DIAMETER SPHERE ABOVE 3'-0", AND NO PASSAGE OF 4" DIAMETER SPHERE BELOW 3-O" - TYPICAL 1-1/2" DIAMETER STEEL HANDRAIL WELDED TO BALUSTER - ALL STEEL HOT -DIP GALVANIZED - TYPICAL FABSED T BALUSTER WITH 1/4" x 4" PL FLANGE AND 1/2" x 2" PL WEB @ 6' 0" OC - REFERENCE PLAN FOR LAYOUT DIMENSIONS - ALL STEEL HOT -DIP GALVANIZED - TYPICAL STEEL MESH PANELS TACK -WELDED TO RAILING BALUSTER - ALL STEEL HOT -DIP GALVANIZED - COLD-GALV TOUCHUP POST WELDING - TYPICAL FIELD WELDED CONNECTION BETWEEN RAILING BALUSTER AND SLAB EDGE -ANGLE - ALL STEEL HOT -DIP GALVANIZED - COLD-GALV TOUCHUP POST WELDING - PER STRUCTURAL - TYPICAL SLAB EDGE -ANGLE - FLUSH WITH DECK -SURFACE (CUT RADIUS OFF ANGLE -EDGE) - - ALL STEEL HOT -DIP GALVANIZED - PER STRUCTURAL - TYPICAL FORTED WED FOR CODE COMPLIANCE APPROVED MM 182 18 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 10 2018 PERMIT CENTER D%•0131 STOCK&ASSOCIATES a rchitecture.interiors Stock & Associates, Inc. 99 Blanchard Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com 6212 BR E -R. -STOCK STATE OF WASHINGTON 6_ _PERMIT _ _ DOCUMENTS 14 MAR 2018 CJ)I n et r� LL.1 Haul isM G D Q W (E' F- LLI J Lu ............W... - E.3. 2018-03-15 1:49:35 PM Feb 08, 2018 G:\2014 Jobs\ 14021.01 GENERAL NOTES THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SEI/ASCE STANDARD NO. 37-02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION." CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STAND RDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. CONTRACT DRAWINGS / DIMENSIONS ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO ARCHITECTURAL DRAWINGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF STRUCTURAL PORTION OF WORK. SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED SUCH AS, WALL CONFIGURATIONS. INCLUDING EXACT DOOR AND WINDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS, CURBS, ETC. VERTICAL DIMENSIONAL CONTROL IS DEFINED BY ARCHITECTURAL WALL SECTIONS AND BUILDING SECTIONS. STRUCTURAL DETAILS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DIMENSIONS DEFINED BY ARCHITECTURAL DRAWINGS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN 130TH ARCHITECTURAL AND STRUCTURAL DRAWINGS. DESIGN CRITERIA VERTICAL LOADS AREA DESIGN DEAD LOAD LIVE LOAD (1) PARTITION LOAD CONCENTRATED LOADS DECK 80 PSF 80 PSF 57 OR 67 BARS LATERAL FORCES LATERAL FORCES ARE TRANSMITTED BY DIAPHRAGM ACTION OF DECK TO SHEAR WALLS. LOADS ARE THEN TRANSFERRED TO FOUNDATION BY SHEAR WALL ACTION WHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND/OR SLIDING FRICTION. OVERTURNING IS RESISTED BY DEAD LOAD OF THE STRUCTURE. WIND: THE BUILDING MEETS THE CRITERIA TO USE THE "METHOD 2 - SIMPLIFIED ENVELOPE PROCEDURE" PER ASCE 7-10. - EXPOSURE CATEGORY = B - BASIC WIND SPEED (3 SEC. GUST), VOLT = 110 MPH - RISK CATAGORY PER TABLE 1.5-1 = II - TOPOGRAPHIC FACTOR Kzt = 1.0 SEISMIC: (ASCE 7-10 12.10-3) WHERE Fpx = 0.4Sds Ie Wpx SEISMIC IMPORTANCE FACTOR, Ie = 1.0 RISK CATEGORY OF BUILDING PER TABLE 1.5-1 = II SPECTRAL RESPONSE ACCELERATIONS Ss = 1.52 Si = .57 SITE CLASS PER TABLE 20.3-1 = D DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS = 1.01 & SD1 = .57 SEISMIC DESIGN CATEGORY = D W = EFFECTIVE SEISMIC WEIGHT OF BUILDING FOUNDATION DESIGN CRITERIA (BASED ON ORIGINAL CONSTRUCTION DRAWINGS). SOIL BEARING PRESSURE: 2500 PSF* PASSIVE RESISTANCE: 200 PCF (INCLUDES F.O.S. 2 1.5) (ASSUMED) COEFFICIENT OF FRICTION: .35 (INCLUDES F.O.S. 2 1.5) (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR "STRUCTURAL BACKFILL". NATIVE EARTH BEARING SHALL BE SURFACE COMPACTED. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 PSI) OR "STRUCTURAL BACKFILL". AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED BANKRUN MATERIAL. MAXIMUM SIZE OF ROCK 4". FROZEN SOIL, ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS DETERMINED BY ASTM D1557. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ARCHITECT. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AND DEWATERING AROUND ALL WORK TO AVOID WATER -SOFTENED FOOTINGS. CONCRETE CAST -IN-PLACE CONCRETE MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, ARCHITECTURAL FINISHES, CONSTRUCTION SEQUENCING, STRUCTURAL DETAILS, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL LIKELY BE REQUIRED TO MEET THESE REQUIREMENTS. CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHALL BE ± 1-1/2 INCHES. AGGREGATE: COARSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C33 CEMENT: CEMENT SHALL CONFORM TO ASTM C150, TYPE II PORTLAND CEMENT, UNLESS NOTED OTHERWISE. ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURERS RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE. MAXIMUM CHLORIDE CONTENT: THE MAXIMUM WATER SOLUBLE CHLORIDE CONTENT SHALL NOT EXCEED 0.15% BY WEIGHT OF CEMENTITIOUS MATERIAL UNLESS NOTED OTHERWISE. CONCRETE EXPOSED TO WEATHER: PROVIDE 5.0% TOTAL AIR CONTENT FOR ALL CONCRETE EXPOSED TO WEATHER. TOTAL AIR CONTENT IS THE SUM OF ENTRAINED AIR PROVIDED BY ADMIXTURES AND NATURALLY OCCURRING ENTRAPPED AIR. AIR CONTENT SHALL BE TESTED PRIOR TO BEING PLACED IN THE PUMP HOPPER OR BUCKET; IT IS NOT REQUIRED TO BE TESTED AT THE DISCHARGE END OF THE PUMP HOSE. THE TOLERANCE ON ENTRAPPED AIR SHALL BE +2.0% AND -1.5% WITH THE AVERAGE OF ALL TESTS NOT LESS THAN THE SPECIFIED AMOUNT. ITEM DESIGN f'c (PSI)GRADING (AT 28 DAYS U.N.O.) MAX.GREGATE WA' RATIAASHTO ASTM NOTES FOUNDATIONS - UNO 2500 0.50 57 OR 67 BARS ELEVATED DECKS, TOPPING SLABS, AND SLABS ON METAL DECK - UNO 4000 0.45 57 OR 67 1'-6" ALL OTHER CONCRETE 2500 0.50 57 OR 67 CONCRETE PLACEMENT PLACE CONCRETE FOLLOWING ALL APPLICABLE ACI RECOMMENDATIONS. CONCRETE SHALL BE PROPERLY CONSOLIDATED PER ACI 309 USING INTERIOR MECHANICAL VIBRATORS, DO NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS. IF CONCRETE IS PLACED BY THE PUMP METHOD, HORSES SHALL BE PROVIDED TO SUPPORT THE HOSE, THE HOSE SHALL NOT BE ALLOWED TO RIDE ON THE REINFORCING. WEATHER FORECASTS SHALL BE MONITORED AND ACI RECOMMENDATIONS .FOR HOT AND COLD WEATHER CONCRETING SHALL BE FOLLOWED AS REQUIRED. CONCRETE SHALL NOT FREE FALL MORE THAN 5 FEET DURING PLACEMENT WITHOUT WRITTEN APPROVAL OF STRUCTURAL ENGINEER. EMBEDDED ITEMS 1. NO ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE. 2. ALL EMBED PLATES SHALL BE SECURELY FASTENED IN PLACE. 3. ALL EMBEDDED STEEL ITEMS EXPOSED TO EARTH SHALL BE GALVANIZED. 4. ALL EMBEDDED STEEL ITEMS EXPOSED TO WEATHER SHALL BE PAINTED UNLESS NOTED AS GALVANIZED. SEE DRAWINGS AND SPECIFICATIONS FOR PAINT, PRIMER, AND GALVANIZING REQUIREMENTS. GROUT NON -SHRINK GROUT: MASTER BUILDERS "MASTERFLOW 555" OR PRE -APPROVED EQUAL. GROUT SHALL CONFORM TO CRD -C621 AND ASTM C1107 WHEN TESTED AT A FLUID CONSISTENCY PER CRD - C611 -85 FOR 30 MINUTES. GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR PREPARATION, INSTALLATION, AND CURING. EPDXY GROUT IN CONCRETE: HILTI HIT-HY 150 MAX -SD OR PRE -APPROVED EQUAL. TWO PART LOW SAG EPDXY. USE EQUIPMENT WHICH WILL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLE SHALL BE HAMMER -DRILLED ONLY. HOLE SHALL BE DRY AND CLEANED WITH WIRE BRUSH AND PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT. THE REBAR OR ROD SHALL BE ROTATED AS IT IS PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS. REINFORCING STEEL REINFORCING STEEL SHALL CONFORM TO: ASTM A615, GRADE 60 TYPICAL UNLESS NOTED OTHERWISE. DETAIL FABRICATE AND PLACE PER ACI 315 AND ACI 318. REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE, Fy=60 KSI (UNLESS NOTED OTHERWISE) FILLER METAL TENSILE STRENGTH BAR SIZE MINIMUM LAP SPLICE LENGTHS ("Ls") MINIMUM DEVELOPMENT LENGTHS ("Ld") MINIMUM EMBEDMENT LENGTH FOR STANDARD END " HOOKS ("Ldh") TOP BARS(1)TOP OTHER BARS BARS(1)OTHER BARS 2'-0" VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. 1'-6" 1'-6" 1'-3" 0'-7" #4 2,-8" 2,-D,, 2'_O" 1'-7" 0,_9" #5 3'-4" AISC 360 CHAPTER N5 AISC 341 CHAPTER J6 AWS D1.1 2'_7" 2'-7" 2,-0" 1,_O" 4'-O" 3,_1" 3'_1" 2'-4" 1'_2" #7 5'-10" 4'-6" 4'-6" 3'-6" 1'-5" #8 6'-8" 5'-2" 5'-2" 3'-11" 1'-7" SPLICE TABLE NOTE: 1. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. REINFORCING STEEL COVER PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE. CONCRETE CAST AGAINST EARTH 3" EXPOSEDTO WEATHER OR EARTH 2" TIES ON BEAMS AND COLUMNS 1-1 /2" WALLS AND SLABS NOT EXPOSED TO WEATHER---- 3/4" STRUCTURAL STEEL DETAILIN , FABRICATION AND ERECTION ALL WORKMANSHIP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 14TH EDITION, THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, JUNE 22, 2010, THE AISC CODE OF STANDARD PRACTICE, APRIL 14, 2010 AND THE AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS JUNE 22, 2010. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDES, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS. WELD EXTENSION TABS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLIANCE WITH ALL CURRENT OSHA REQUIREMENTS. HOLES, COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHALL NOT BE MADE IN THE FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. MATERIAL PROPERTIES SHAPES AND PLATES; ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED HOLLOW STRUCTURAL SECTIONS: RECTANGULAR & SQUARE - ASTM A500 GRADE B (Fy = 46 KSI) ROUND - ASTM A500 GRADE B (Fy = 42 KSI) STRUCTURAL STEEL PIPES: ASTM A53, GRADE B, TYPE E OR S (Fy = 35 KSI) MACHINE BOLTS (M.B.): ASTM A307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 55, ' UNLESS NOTED OTHERWISE, ASTM F1554, GRADE 105 WHERE INDICATED. WELDING STRUCTURAL STEEL: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE" AWS D1.1. CERTIFICATION: ALL WELDING SHALL BE PERFORMED BY WABO/AWS CERTIFIED WELDERS. WELDERS SHALL BE PREQUALIFIED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING. THE PROCESS CONSUMABLES FOR ALL WELD FILLER METAL INCLUDING TACK WELDS, ROOT PASS AND SUBSEQUENT PASSES DEPOSITED IN A JOINT SHALL BE COMPATIBLE. ALL WELD FILLER METAL AND WELD PROCESS SHALL PROVIDE THE TENSILE STRENGTH RATINGS AS FOLLOWS: GRAVITY FRAME WELD TYPE FILLER METAL TENSILE STRENGTH CHARPY V -NOTCH (CVN) RATING FILLET 70 KSI REFERENCES WELDED CONNECTIONS INSPECTION: 1. ALL WELDING SHALL BE CHECKED BY VISUAL MEANS AND BY OTHER METHODS DEEMED NECESSARY BY THE WELDING INSPECTOR. THE STANDARDS OF ACCEPTANCE FOR WELDS TESTED BY ULTRASONIC METHODS SHALL CONFORM TO AWS D1.1. ALL WELDS FOUND TO BE DEFECTIVE SHALL BE REPAIRED AND REINSPECTED BY THE SAME METHODS ORIGINALLY USED, AND THIS REPAIR AND REINSPECTION SHALL BE PAID FOR BY THE CONTRACTOR. GENERAL REQUIREMENTS BOLTED CONNECTIONS INSPECTION: CONNECTIONS MADE WITH BEARING TYPE BOLTS SHALL BE INSPECTED PER SECTION 9.1 AND CONNECTIONS MADE WITH SLIP -CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL BE INSPECTED PER SECTION 9.3 OF RCSC SPECIFICATION. EPDXY GROUTED ANCHORS: "ALL -THREAD" - ASTM A36 (FY = 36 KSI) UNLESS NOTED OTHERWISE. EXPANSION ANCHORS: AT CONCRETE, PROVIDE "KWIKBOLT TZ" BY HILTI, INC., OR "STRONG -BOLT" BY SIMPSON STRONG TIE, INC., OR PRE -APPROVED EQUAL. AT MASONRY WALLS, "KWIKBOLT III" BY HILTI, INC., "POWER -BOLT" BY POWERS/RAWL FASTENING, INC. OR "WEDGE -ALL" BY SIMPSON STRONG TIE, INC OR PRE -APPROVED EQUAL. EMBED BOLT INTO CONCRETE OR MASONRY 8 BOLT DIAMETERS MINIMUM, UNLESS NOTED OTHERWISE. INSTALL ANCHOR PER MANUFACTURER'S PUBLISHED RECOMMENDATIONS. FINISH: STRUCTURAL STEEL SHALL BE UNPAINTED, UNLESS NOTED OTHERWISE, AND SHALL BE CLEAN OF LOOSE RUST, LOOSE MILL SCALE, OIL, GREASE AND OTHER FOREIGN SUBSTANCES AND SHALL MEET THE REQUIREMENTS OF SSPC-SP1. WHERE STRUCTURAL STEEL IS NOTED TO BE PAINTED, ALL AREAS COMPRISING THE FAYING SURFACES OF BOLTED CONNECTIONS MADE WITH SLIP -CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL COMPLY WITH THE REQUIREMENTS OF THE RCSC SPECIFICATION. WHERE STRUCTURAL STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE WITH ASTM A123, A384, AND A385. ALL SURFACES WITHIN TWO INCHES OF ANY FIELD WELD LOCATION SHALL BE FREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING OR PRODUCE OBJECTIONABLE FUMES. FIELD TOUCH-UP OF PRIMED, PAINTED, AND GALVANIZED SURFACES SHALL BE PERFORMED TO REPAIR COATING ABRASIONS, AS WELL AS TO PROTECT ALL AREAS AT CONNECTIONS. MISCELLANEOUS: PRE -APPROVED SUBSTITUTIONS SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THESE GENERAL NOTES AND THE SPECIFICATIONS, AND IF COMPLETE WRITTEN ENGINEERING DATA FOR EACH CONDITION REQUIRED FOR THIS PROJECT IS PROVIDED TO THE STRUCTURAL ENGINEER TWO WEEKS PRIOR TO BID DATE AND APPROVED IN WRITTEN ADDENDA BY THE ARCHITECT. DATA IS TO INDICATE CODE BASIS BY YEAR, AUTHORITY FOR STRESSES AND STRESS INCREASES, IF ANY, AND AMOUNT OF EXPECTED DEFLECTION FOR FLEXURAL MEMBERS UNDER (1) TOTAL LOAD AND (2) LIVE LOAD ONLY. ALL INCREASED COSTS IN MECHANICAL, SPRINKLER, ELECTRICAL OR GENERAL INSTALLATION AND ANY ARCHITECTURAL OR STRUCTURAL REDESIGN RESULTING FROM SUBSTITUTION SHALL BE BORNE BY THE GENERAL CONTRACTOR. SHOP DRAWINGS/SUBMITTALS THE FOLLOWING SHOP DRAWINGS/SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY. 1. STRUCTURAL STEEL X X 2. MISCELLANEOUS STEEL X X 3. CONTRACTOR'S STATEMENT OF RESPONSIBILITY X X SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED BY AN INDEPENDENT TESTING LABORATORY PER THE REQUIREMENTS OF IBC CHAPTER 17 AND THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION AND THE CONTRACT DOCUMENTS. THE SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS AND A FINAL SIGNED REPORT TO THE BUILDING OFFICIAL FOR THE ITEMS LISTED IN THE QUALITY ASSURANCE/SPECIAL INSPECTION SECTION: STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTION: SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND AS NOTED HEREIN. SSYSTURAL VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS � REFERENCES SOILS VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY S3.1 X IBC 1705.6 VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. X CONCRETE ANCHORS. POST -INSTALLED IN HARDENED CONCRETE X ACI 318: 3.8.6, 8.1.3, 21.2.8 IBC 1909.1 STEEL CONSTRUCTION INSPECTION OF WELDING A. MULTI -PASS FILLET WELDS B. SINGLE -PASS FILLET WELDS > 5/16" C. SINGLE -PASS FILLET WELDS S 5/16" D. WELDING OF RAILING SYSTEMS X X X X SPECIAL INSPECTIONS IN THIS SECTION ARE WAIVED WHERE FABRICATION IS PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2 AISC 360 CHAPTER N5 AISC 341 CHAPTER J6 AWS D1.1 TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL ENGINEER. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.5. STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOWS: • PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES. • REVIEW OF TESTING AND INSPECTION REPORTS. REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO ARCHITECT. GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF RESPONSIBILITY TO. THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION. DRAWING INDEX 1 S0.1 GENERAL NOTES 2 S2.1 FOUNDATION PLAN. MEZZANINE FRAMING PLAN 3 S3.1 DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2013 STOCK&ASSOCIATES archltectureAnterlors Stock & Associates, Inc. 109 Bell Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com Structural Solutions City of Tukwila BUILDI;@153,.DJVISION x:.� CITY OF TUKWILA MAY 1 0 2010 PERMIT CENTER 3T1ON -H# PROJECT STATUS DATE CO n wp g Q ne=2=31 a o r--11 aqz3, Lil M 0 fLn-, GENERAL NOTES SCALE: AS SHOWN DRAWN: DGC CHECKED: JLH PROJECT NO: 10009.02 S0.1 8/15/7012 0:55:02 AM Jobs\14021.01 r T F4.0 BFI 15'-3" 21'-b" _tu 2I'-6" IBJ F4.0 VERIFY W/ ARGH. FOUNDATION PLAN /8"=1'-D" 2 UPPER LEVEL FLOOR FRAMING PLAN 52, 1re.-1-0. STOCK&ASSOCIATES archltectu re.interlors Stock & Associates, Inc. 109 Bell Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com Structural Solutions 811 FintAycnuc, Suite 620 Seattle, Washington 98104 tel: 206.292.5076 REVIEWED FOR CODE COMPLIANCE APPROVED Mk( 18 2318 City of Tukwila BUILDING DIVISION RECEIVED CIT.? OF TUKWILA MAY 1 8 2018 PERMIT CENTER kZ• I PROJECT STATUS DATE �c co Z W CV CC ir— FOUNDATION PLAN. MEZZANINE FRAMING PLAN SCALE: AS SHOWN DRAWN: DLM CHECKED: JLH PROJECT NO: 10009.02 S2.1 8/15/9019 9:55:02 AM (E) 1A1I2x26 w) (E) 1A112x30 ( 1^1I2x26 % 3 III! \ H55IOx6xI/2 ' o H551Oxbx1/2 0 65/s" GOW. 20 GA 11-3 0 4 DECK PER l 1 2 UPPER LEVEL FLOOR FRAMING PLAN 52, 1re.-1-0. STOCK&ASSOCIATES archltectu re.interlors Stock & Associates, Inc. 109 Bell Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com Structural Solutions 811 FintAycnuc, Suite 620 Seattle, Washington 98104 tel: 206.292.5076 REVIEWED FOR CODE COMPLIANCE APPROVED Mk( 18 2318 City of Tukwila BUILDING DIVISION RECEIVED CIT.? OF TUKWILA MAY 1 8 2018 PERMIT CENTER kZ• I PROJECT STATUS DATE �c co Z W CV CC ir— FOUNDATION PLAN. MEZZANINE FRAMING PLAN SCALE: AS SHOWN DRAWN: DLM CHECKED: JLH PROJECT NO: 10009.02 S2.1 8/15/9019 9:55:02 AM Deck\Dwgs\1402101 s31.dwg z I O GRIND SMOOTH 7 1/4 V COLUMNS PER PLAN PLINTH 3' 1/2" fid. W/ (4) 3/4"4) GALV. THR'D RODS - EMBED 1" MIN. IN EPDXY NON -SHRINK GROUT • • • • DETAIL 1"=V-0" FTG PER MARK I DIMENSIONS REINF. EA. WAY mu "T" ft 2.0 2'-O" 10" (2) #4 f130 3'-0" II" (3) #4 4.0 4'-0" 12" (4) #5 F5.0 5'-O" 14" (5) #6 F6.0 6'-0" 16" (6) #6 F7.0 7'-O" 30" (8) #6 T415 F2.5/7.0 2' -6"x7' -O" IS° (4) #6 LONG. (7) #4 TRANS. REINF. (EVENLY SPACED) "W" (EA. WAY) 2" GLR. 3" CLR. 6" MAX. TYP. SECTION NOTES: I. CENTER ALL FOOTINGS ON COLUMN ABOVE EXCEPT A5 SHOWN OTHERWISE. 2. FOOTINGS SHALL BEAR ON UNDISTURBED OR COMPACTED MATERIAL, SEE GENERAL NOTES. DESIGN BEARING PRESSURE 15 2500 PSF. TYPICAL CONCRETE SPREAD FOOTING DETAILS SECTION NO SCALE OTE VERIFY DECK SLOPE W/ ARCH. #4 (GR 40)x2' -O" @ 12" O.G #5 @ 16" LONG #5 @ 12" AT MID -DEPTH - LOCATE IN FLUTE L7x4x3/8 CONT. EDGE FORM - MITER AND WELD CORNERS (SHORE AS REGI'D UNTIL SLAB POURED) TYP. I/4 BM PER PLAN - SPLICE AT MID -LENGTH ALLOWED SLANTED COL. PER PLAN WHERE OCCURS SECTION NO SCALE (E) GONG. WALL 5/8"47 5.5. EXP. BOLT @ 16" O.G. - EMBED fie" MIN. 6x6-1^12.gx1^12.q GONG. (4) 1/2"(1) EFFECTIVE PUDDLE WELDS AT EA. SUPPORT MIN. I" GLR. x x 36" PROVIDE 5 DE LAP ATTACHMENT A5 REG'D BY METAL DECK MFR TYPE "K-3" MIN. DECK PROPERTIES GAUE I = (in4/ft.) +5/-5 = (In. Wt) 20 .8q6 .534/.564 NOTES: I. AT SUPPORTS PARALLEL TO CORRUGATIONS, PROVIDE PUDDLE WELDS @ 24" O.G. MAX. 2. CONDUIT NOT PERMITTED IN SLAB TYPICAL COMPOSITE FLOOR DECK DETAIL NO SCALE m STOCK&ASSOCIATES Stock & Associates, Inc. 109 Bell Street Seattle, WA 98121 Tel: 206.443.0494 Fax: 206.443.0495 www.stockandassociates.com Structural Solutions 811 First Avenue, Suite 620 Seattle, Washington 98104 tel: 206.292.5076 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2313 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 1 0 201a PERMIT CENTER b q-cA of PROJECT STATUS DATE @' n FumsW Q PC -j41 CJ o G . q W Z � J m DETAILS SCALE: AS SHOWN DRAWN: CHECKED: JLH PROJECT NO: 10009.02 S3.1 8/15/2012 9:55:07 AM