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HomeMy WebLinkAboutPermit D16-0293 - TUKWILA VILLAGE / BUILDING D - DETENTION VAULTTUKWILA VILLAGE BLDG D DETENTION VAULT 4450 S 144 ST D16-0293 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov DEVELOPMENT PERMIT 0040000180 Permit Number: 4450 S 144TH ST Issue Date: Permit Expires On: TUKWILA VILLAGE BLDG D - DENTENTION VAULT 016-0293 11/14/2016 5/13/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TUKWILA CITY OF 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 DIANA KEYS 15200 52 AVE S, STE 300 , TUKWILA, WA, 98188 INTER -CITY CONTRACTORS INC 17425 68TH AVE NE , KENMORE, WA, 98028 INTERCI977PZ PACIFIC NORTHERN CONSTRUCTION CO INC 201 27TH AVE SE, BLDG A STE 300 , PUYALLUP, WA, 98374 Phone: (206) 766-8300 Phone: (425) 806-8560 Expiration Date: 10/12/2017 DESCRIPTION OF WORK: Project Valuation: $302,523.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $5,507.58 Occupancy per IBC: Water District: 125 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: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature:614(114 Y 1I✓ � Date:UP 100 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' resume to give authority to violate or cancel the provisions of any other state or local laws regulating constr tion or the performance of work. I am authorized to sign and obtain this development permit and .:ree to t e conditions attached to this permit. Signatur• 7` / Print Name: 6:--;,40.2:7's Date: ///� �I This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 9: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: 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. 14: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 4 0201 FOOTING 0200 FOUNDATION WALL 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4004 SI -WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. D (p -OW Project No. I �/� Date Application Accepted: (D '/r0 11 ll/ Date Application Expires: f." -i 01 11 (For office e 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: 4450 S. 144th Street Tenant Name: Detention Vault Only PROPERTY OWNER Name: Tukwila Village Development Assoc., LLC Address: 201 - 27th. SE, Bldg A, Suite 300 City: Puyallup State: WA Zip: 98374 CONTACT PERSON — person receiving all project communication Name: Diana Keys @ Johnson Braund, Inc. Address: 15200 52nd Ave. South, Suite 300 City: Seattle State: WA Zip: 98188 Phone: (206) 766-8300 Fax: Email: dianak@johnsonbraund.com GENERAL CONTRACTOR INFORMATION Company Name: Inter -City Contractors, Inc. Address: 17425 68th Ave. NE City: Kenmore State: WA Zip: 98028 Phone: (425) 806-8560 Fax: Contr Reg No.: CC INTERCI977PZ Exp Date: 10/09/2015 Tukwila Business License No.: BUS -0995459 H:\Applications\Forts-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: ❑ Yes ❑..No Oo ?000o/g l� ARCHITECT OF RECORD Company Name: Johnson Braund, Inc. Architect Name: Greg L. Allwine Address: 15200 52nd Ave. South, Suite 300 City: Seattle State: WA Zip: 98188 Phone: (206) 766-8300 Fax: Email: gregajohnsonbraund.com ENGINEER OF RECORD Company Name: Davido Consulting Group, Inc. Engineer Name: Matt Schmitter Address: 15029 Bothell Way NE, Suite 600 City: Lake Forest Park State: WA Zip: 98155 Phone: (206) 523-0024 Fax: Email: matt@dcgengr.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RC 19.27.095)) jW /) Name: eros:7 c___Ijo r7 ► t t'i� GQ►1.ffiN1 'p h A. .7,, Address:./—_714/t JE, ir1t A1fa.±Lr000 City: i tow^ If h? State: 1, / - Zip: 98,3/ Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 302,523 Describe the scope of work (please provide detailed information): Existing Building Valuation: $ SEPARATE PERMIT for New Construction of Detention Vault under Tukwila Village Building E. DETENTION VAULT HAS BEEN REVIEWED & APPROVED UNDER BLDG. E PERMIT D14-0389. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None 111 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 151 Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None 111 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): DETENTION VAULT HAS BEEN REVIEWED AND APPROVED UNDER PUBLIC WORKS PERMIT D14-0141 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 0 ...Sewer Use Certificate 0 .. Highline ❑ ...Valley View 0 .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which apply): ❑ ...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 cubic yards cubic yards ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut 0 .. Channelization 0 ...Frontage Improvements 0 .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: _ Day Telephone: Mailing Address: Water Meter RefundBilling: 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). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER O' ORI ED NT: / / / / Signature: / —I _ ' Date: 1 Z // Print Name: /17 • Birk- Day Telephone: (1(7) 017 1—�© Mailing Address: c - * % ` 1_ --ft4, ±c-79 o MA i 4 - ' 7tt City State Zip H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $5,507.58 D16-0293 Address: 4450 S 144TH ST Apn: 0040000180 $5,507.58 DEVELOPMENT $5,345.72 PERMIT FEE R000.322.100.00.00 0.00 $3,237.10 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,104.12 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $161.86 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9739 R000.322.900.04.00 0.00 $161.86 $5,507.58 Date Paid: Wednesday, October 26, 2016 Paid By: ONYX HOUSING CORP Pay Method: CHECK 1420 Printed: Wednesday, October 26, 2016 3:55 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di&-o2g3 Proo'ect: % V.4A3I LA Ifia- M ' T e of Inspection: `00 /C,biis i' /A/AZ-- Address: 4qc0 S IiiyMCr' Date Called: Special Instructions: .e77 Date Wanted: g 7/i a�-rt� IT Vuetr- Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: tit Inspector: 1 blwet REINSPECTION FEE REQUIRED. Prior to next inspe'ctioh, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSFI'' ION NO PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: "3k14)114 Vi LIA Typnspection: -,`6011 456" Address: /qso S NO ST Date Called: Special Instructions: Date Wanted:1 / 7 a.m. lull; Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: 9/4 =t- - OK LAS PSS inspector7-14livi - Date: /wi 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit b16- 02,4'3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: <4 VI UA 6e- Type Inspection: .4b/ -r10 WALL ,11LA Address: %'//&2 5 /ilii Date Called: Special Instructions: c?`.�� ll�� .%e7E'N i7c'J 'Y/1 -c/21— 67 Date Wanted: " /� / � a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: .A 1,, b - 5•.,75",.3 ,4- 7S /re_z-/rl6.4s— Inspector: .41,41 Date: 3 7 e REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION .1.i6 - vaq3 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: r)k &)1dei VitiA6�-6 Typf Inspection: v,/i. 4- lai BALL Address: 0/so 5 /ii//7 sr Date Called: Special Instructions: `n t�Y ' v -AfT1cAj v ZT Date Wanted:a. 31/7 p.m.m. Requester: Phone No: 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: P/A b AibS 44- Deraidociii t iro&T 2ccA-ricoss 4/44 - 6._ c, 0-1/ - e6 4- .`7 0. Jif -S -p7 Peer3,116- 1-R (ler Inspector: Date: >1/17 l7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. kAr. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION i k - Zq3 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: / (�1 .11l>4 U*C A Tynspection: 7-007-7 /16 - Address: Z/4/S71 S /z 774 51' Date Called: , Special Instructions: ' -JCg L� .61Zf o� V- /4t.L Date Wanted: 2 � 7 �' Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: D/ 57 /v�/tc''�%L f �,c/ %r p 7719.41 Inspector: Date: -47 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ION NO. b/L -o2g3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro" ct: ' y` i4.11 IA ALA -6e Type of ction . �`77 Address: `i4SV S PAO) S1 Date ailed: Special Instructions: Date Wanted i ) g /% 7 p.m. Requester( / Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: du rG�� A- 6 -e berc----AA-Texi -71-41u 617,Aw4u461- -b Li 4-c,0 Prot /5-o-ofe- iecieRws Inspector: 0l0 Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. D C civil structural ITEM FILE STRUCTURAL CALCULATIONS ADDENDUM FOR BUILDING E - DETENTION VAULT TUKWILA VILLAGE TUKWILA, WASHINGTON January 29th, 2016 PAGE Detention Vault 1 to 18 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 9 2016 City of Tukwila BUILDING DIVISION Mount Vernon Office • 2124 Riverside Drive, Suite 211 Mount Vernon, WA 98273 Tel 360.899.1110 atthew E 4:36:55 RECEIVED CITY OF TUKWILA OCT 2 6 2016 PERMIT CENTER DI10- 0019) Lake Forest Park Office Whidbey Island Office 15029 Bothell Way NE, Suite 600 PO Box 1132 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 206.523.0024 Tel 360.331.4131 Vault Calculation THIS PAGE INTENTIONALLY LEFT BLANK \ Davido Consulting Group, Inc. DAVIDO CONSULTING GROUP, Inc. Made By: EM Date: 1/29/2016 Civil - Structural - Land Use 15029 Bothell Wae NE, Suite 600, Lake Forest Park, WA 98155 (206) 523-0024 Fax: (206) 523-1015 Description: Design Criteria Job Name: Tukwila Village - Detention Vault Seismic: Wind: Design Criteria Code: Latitude = 47.474 North Longitude = 122.334 West Spectral Response Acceleration Spectral Response Acceleration Soil Site Class, Fa & Fv = Response Modification Factor: Exposure = B Basic Wind Speed = 85 mph Topographical Terrain = Flat Live Loads: Garage Floor = 40 psf *Garage Point Load = 3000 lbs *required per Table 4-1 of ASCE 7-10 Soils: ,Ss&S1= , Sds & Sd1 = 2012 International Building Code 1.489 & 0.558 0.993 & 0.558 1.000 & 1.499 Wood Levels = 6.5 Concrete Levels = 5.0 From Geotechnical Report by Associated Earth Sciences, Inc dated March 18, 2013: Soil Bearing = 5,500 psf (Using Rammed Aggregate Piers) Unrestrained Soil Pressure = 35 pct* + 8H psf (Seismic) Restrained Soil Pressure = 50 pcf* + 10H psf (Seismic) * Retaining walls with slopped backfill to have additional 20 pcf pressure Passive Soil Pressure = 250 pcf Coefficient of friction = 0.30 IBC Soil Site Classification = E* * Soil Site Class D used in design, more conservative in short-term design Vault Footing Bearing = 2,000 psf (per Correspondace w/o Aggregate Piers) DCG 1 3 . 3 Foundation Beam Design Cases U Vault Lid Desi E C) 0 L 0 Q E 0 G Jan 29, 2016 at 7:49 AM 0. 0 'Ln V 0] u) 0 U 0 D m 2 0 w DCG 4 4 0 m 0 0 0 0 0 0 v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'J= 1 1 1 1 1 1 1 1 1 1 1 1 1 1+ 1 1 1 1 ■ 1 1 1 1 1 1 1 1. Loads: BLC 2, LL Loading Diagram Jan 29, 2016 at 7:50 AM Lid Design.r2d Davido Consulting Group, Inc. w DCG 5 5 0 CO CO tO o 0 CO .11 0 0 m o 0 m N CO N 4N N 0 4- 0 N O J 0 a) O U (6 6at7:52AM Lid Design.r2d Davido Consulti w DCG 6 Unfactored Live Load Reactions Jan 29, 2016 at 7:52 AM Lid Design.r2d Davido Consulting Group, Inc. G W DCG 7 7 CI Member Bending Moments (k -ft) (Enveloped) Moment Diagrams Jan 29, 2016 at 7:53 AM Lid Design.r2d Davido Consulting Group, Inc. w DCG 8 Beam: Shape: Material: Length: I Joint: J Joint: M2 CRECT8X12 NW_Conc 4500 25 ft N6 N7 Code Check: 0.480 (shear) Report Based On 97 Sections Concrete Stress Block: Cracked Sections Used: Cracked 'I' Factor: Effective 'I': Rectangular Yes .35 179.2 inA4 A Ib V 2204.758 at 0 ft -3320.242 at 6.25 ft Ib D .014at8.594ft -.046 at 2.865 ft in 3.486 at 6.25 ft -6.323 at 3.125 ft k -ft Maximum Moments Beam Design does not consider any weak axis 'M' Moments, nor weak axis V' Forces. ACI 318-11 Code Check Top Bending Check Location Gov Mu Top phi*Mn Top Tension Bar Fy Shear Bar Fy F'c Flex. Rebar Set Shear Rebar Set 0.174 6.25 ft 3.486 k -ft 20.069 k -ft 60 ksi 60 ksi 4.5 ksi ASTM A615 ASTM A615 Bot Bending Check Location Gov Mu Bot phi*Mn Bot Concrete Weight E_Concrete Min 1 Bar Dia Spac. Threshold Torsion Span Information Span Span Length (ft) I -Face Dist. (in) 1 0 - 6.3 2 6.3 -12.5 3 12.5 -18.8 4 18.8 - 25 0 0 0 0 0.315 3.125 ft -6.323 k -ft 20.069 k -ft .145 k/ft^3 1 3824 ksi No .966 k -ft J -Face Dist. (in) 0 0 0 0 Shear Check Location Gov Vu phi*Vn Top Cover Bottom Cover Side Cover Legs/Stirrup 0.480 (y) 5.729 ft 3259.825 Ib 6792.056 Ib 1.5 in 1.5 in 1.5 in 2 RISA -2D Version 14.0.0 [P:\...\...\...\Design\BIdg E\2016-01-26 Vault Design\Lid Design.r2d] Page 1 DCG 9 . 9 D C G civil structural Project: Descri.tion: Date: 1/26/2016 Made By: EM Tukwila Village - Bldg E Vault Bottom of Slab Reinforcin: b • • • • b= h= Bar Clearance = Mu = fc = Fy = 12.00 in 8.00 in 0.75 in 6.32 K -ft 4500 psi 60 ksi • h Asreq,d = 0.21 int Asmin = 0.28 int = 4/3x As; ACI 10.5.3 USE: #5 AT 12 " o.c. OK! As = 0.31 in2 DCG DCG civil structural Project: Descri.tion: Date: 1/26/2016 Made By: EM Tukwila Village - Bldg E Vault To • of Slab Reinforcin: 4 b • • • 1111 b= h= Bar Clearance = Mu = fc = Fy = ASreq'd = ASmin = USE: As = 12.00 in 8.00 in 1.50 in 3.49 K -ft 4500 psi 60 ksi • h 0.13 in2 0.17 int = 4/3x As; ACI 10.5.3 #5 AT 12 " o.c. OK! DCG 0.31 in2 Beam: Shape: Material: Length: Joint: J Joint: M4 CRECT24X8 NW_Conc 4500 Eft N16 N17 Code Check: 0.154 (shear) Report Based On 97 Sections Concrete Stress Block: Cracked Sections Used: Cracked 'I' Factor: Effective 'I': Rectangular Yes .35 3225.6 inA4 A Ib V 3096 at 0 ft -3096 at 6 ft Ib D 0 at 3 ft in 4.296 at 6 ft k -ft Maximum Moments Beam Design does not consider any ACI 318-11 Code Check Top Bending Check 0.052 Location 6 ft Gov Mu Top phi*Mn Top Tension Bar Fy Shear Bar Fy F'c Flex. Rebar Set Shear Rebar Set 4.296 k -ft 82.538 k -ft 60 ksi 60 ksi 4.5 ksi ASTM A615 ASTM A615 Span Information Span Span Length (ft) 1 0-6 Bending Steel Span Loc 1 Left Left Mid Mid Right Right Top/Bot T B T B T B weak axis 'M' Moments, nor weak axis 'V' Forces. Bot Bending Check Location Gov Mu Bot phi*Mn Bot 0.048 3ft -3.948 k -ft 82.538 k -ft Concrete Weight .145 k/ftA3 X 1 E_Concrete 3824 ksi Min 1 Bar Dia Spac. No Threshold Torsion 2.415 k -ft I -Face Dist. (in) J -Face Dist. (in) 0 0 Bars Provided 2 #6 2 #6 2 #6 Shear Check Location Gov Vu phi*Vn Top Cover Bottom Cover Side Cover Legs/Stirrup 0.154 (y) 4.188 ft 2675.5 Ib 17407.789 Ib 1.5 in 1.5 in 1.5 in 2 RISA -2D Version 14.0.0 [P:\...\...\...\Design\Bldg E12016-01-26 Vault Design\Lid Design.r2d] Page 1 DCG DCG civil structural Project: Descri.tion: Date: 1/28/2016 Made By: EM Tukwila village -Bldg E Vault Concrete Beam Desi:n 4 b • • • • • b = 8.00 in h = 24.00 in Bar Clearance = 1.50 in Mu = 4.30 K -ft Vu = 3.10 K Concrete Fc = 4000 psi Reinforcing Fy = 60 ksi h Flexural Design: Asfeo = 0.04 int Asmi„ = 0.06 ir12 = 4/3x As; ACI 10.5.3 USE: 2 #5 OKI Shear Design: Vc = Min Stirrup Spacing = Avreq•d = Stirrup Reinforcing = Ig = Icr = Mcr = teff = As = 0.62 inZ 22.5 Kips 0.75 11.1 in N!R in2/ft 0 Legs #5 at No Stirrups Req'd Maximum of ACI 11.5.6.3 & 11.5.7.2 24 O.C. No Stirrups R Av = 0.00 inZ/ft 9216.0 in3 1802.1 in3 30.36 K -ft 9216.0 in3 DCG 1 1 1 1 1 1 1 1 13, • " Davido Consulting Group, Inc. 15029 Bothell Way NE; Suite 600 Lake Forest Park, WA 98155 www.dcgengr.com Made by: EM This Wall in File: p:\clients\johnson braund design Title Tukwila Village - Bldg E Job # Dsgnr: EM Description.... group\tukwila village\design\bldg e\2016-01-26 v 13 Page : 1 Date: 27 JAN 2016 RetainPro (c) 1987-2015, Build 11.15.12.22 License : KW -06056266 License To : DAVIDO CONSULTING GROUP Criteria Retained Height = 5.00 ft Wall height above soil = 0.00ft Total Wall Height = 5.00ft Top Support Height = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Surcharge Loads Surcharge Over Heel = 70.0 psf »Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 265.0 lbs 100.0 lbs 0.0 in Earth Pressure Seismic Load Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Stem Weight Seismic Load Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method At -rest Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density FootingllSoil Frictior Soil height to ignore for passive pressure = 12.00 in = 250.0 psf/ft 110.00 pcf = 0.300 Uniform Lateral Load Applied to Stem 1 Lateral Load ...Height to Top ...Height to Bottom Load Type = 0.0 #/ft 0.00 ft 0.00 ft = Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Kh Soil Density Multiplier = 0.130 g Added seismic per unit area Fp / WP Weight Multiplier _Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel = Allowable = Soil Pressure Less Th ACI Factored @ Toe = ACI Factored @ Heel = = 1,578 Ibs = 2.10 in Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom Sliding Calcs Lateral Sliding Force 789 psf OK 789 psf OK 2,000 psf an Allowable 460 psf 1,474 psf 0.2 psi OK 2.1 psi OK 82.2 psi 411.0 lbs 928.2 lbs = 928.2 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E = 0.000 g Added seismic per unit area = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load = 0.0 ft 0.300 50.1 psf 0.0 psf Concrete Stem Construction IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Thickness = 8.00 in Fy = Wall Weight = 100.0 psf fc = Stem is FREE to rotate at top of footing Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data 60,000 psi 4,500 psi @ Top Support Stem OK = 5.00 ft # 5 12.00 in Center 4.00 in Mmax Between Top & Base Stem OK 2.27 ft # 5 12.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 ft # 5 12.00 in Center 4.00 in fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable Shear Force @ this height Shear Actual Shear Allowable Other Acceptable Sizes & Toe: None Spec'd Heel: None Spec'd Key: Slab Resists Sliding DCG 0.000 0.192 0.0 ft-# 1,015.8 ft-# 5,296.5 ft-# 5,296.5 ft-# = 640.4 lbs 13.34 psi 100.62 psi Spacings: -or- Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm -or- Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm -or- Slab Resists Sliding - No Force on 0.000 0.0 ft-# 5,296.5 ft-# 972.7 lbs 20.26 psi 100.62 psi 1 14 Davido Consulting Group, Inc. 15029 Bothell Way NE; Suite 600 Lake Forest Park, WA 98155 www.dcgengr.com Made by: EM This Wall in File: p:\clients\johnson braund design group\tukwila village \design\bldg e12016-01-26 v Title Tukwila Village - Bldg E Job # : Dsgnr: EM Description.... 14 Page : 2 ' Date: 27 JAN 2016 RetainPro (c) 1987-2015, Build 11.15.12.22 License : KW -06056266 License To : DAVIDO CONSULTING GROUP Restrained Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 0.67 ft 1.33 2.00 12.00 in = 12.00 in = 0.00 in Key Distance from Toe = 2.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.25 in @ Btm.= 2.25 in Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear H el = 460 1,474 psf = 127 303 ft-# 40 212 ft-# 87 -91 ft-# = 0.17 2.12 psi = 82.16 82.16 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force of footing to find eccentricity) 46.7 lbs 365.0 Ibs lbs lbs lbs 500.0 Ibs 366.7 Ibs 300.0 Ibs = 1,578.3Ibs Net Mom. at StemlFtg Interface = Allow. Mom. @ StemlFtg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = 1.67 ft 1.00 ft ft ft ft 1.00 ft 1.67 ft 1.00 ft 77.8 ft-# 365.0 ft-# ft-# ft-# ft-# 500.0 ft-# 611.1 ft-# 300.5 ft-# Moment = -276.1 ft-# 3,310.3 ft-# Yes 789.2 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. DCG 1,854.4 ft-# 1 15. Davido Consulting Group, Inc. 15029 Bothell Way NE; Suite 600 Lake Forest Park, WA 98155 www.dcgengr.com Made by: EM 15 Title Tukwila Village - Bldg E Page : 3 Job # Dsgnr: EM Date: 27 JAN 2016 Description.... This Wall in File: p:\clients\johnson braund design group\tukwila village\design\bldg e\2016-01-26 v RetainPro (c) 1987-2015, Build 11.15.12.22 License : KW -06056266 License To : DAVIDO CONSULTING GROUP Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Lateral Restraint A 8" Concrete wl 5'-0" 8' Concrete w/ 8" Concrete w! @ 12" @12' • • DCG 16 Davido Consulting Group, Inc. 15029 Bothell Way NE; Suite 600 Lake Forest Park, WA 98155 www.dcgengr.com Made by: EM 16 Title Tukwila Village - Bldg E Page : 4 ' Job # Dsgnr: EM Date: 27 JAN 2016 Description.... This Wall in File: p:\clients\johnson braund design group\tukwila village \design\bldg e\2016-01-26 v RetainPro (c) 1987-2015, Build 11.15.12.22 License : KW -06056266 License To : DAVIDO CONSULTING GROUP Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Lateral Restraint 0L=265 .L1=100# , Ecc=0" 70 00psf 789.17psf DCG 1339.144 17. Project: Vault Location: Interior FTG Footing [2012 International Building Code(2012 NDS)] Footing Size: 24.0 IN Wide x 12.0 IN Deep Continuous Footing With 8.0 IN Thick StruCalc Version 9.0.2.5 x 60.0 IN Tall Stemwall LongitudinalReinforcement: (2) Continuous #5 Bars TransverseReinforcement: #5 Bars @ 14.00 IN. O.C. (unnecessary) Section Footing Design Adequate DCG civil structural Eric Maunder DCG, Inc. 15029 Bothell Way NE #600 Lako Forest Park, WA 08155 FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 2000 psf F'c = 3000 psi Fy = 60000 psi c= 3 in FOOTING SIZE Width: Depth: Effective Depth to Top Layer of Steel: W= 24 in Depth = 12 in d = 8.06 in STEMWALL SIZE Stemwall Width: 8 in Stemwall Height: 60 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Width Required: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Transverse Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Qu = Qe = Wreq = Vu1 = Vc1 = Mu = Mn = 1685 psf 1850 psf 1.82 in2 0 Ib 7949 Ib 6555 in -Ib 0 in -Ib a = 0.51 As(1) = 0.02 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2) = 0.26 Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Longitudinal Direction: Reinforcement Calculations: As-reqd = 0.26 Trans: #5's @ 14.0 in. o.c. As = 0.26 in2 in in2 in2 in2 Ld = Ld-sup = 15 in 5 in Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.52 in2 Controlling Reinforcing Steel: As-reqd = 0.52 in2 Selected Reinforcement: Longitudinal: (2) Cont. #5 Bars Reinforcement Area Provided: As = 0.61 in2 NOTES 1/27/2016 9:24:37 AM 17 page of FOOTING LOADING Live Load: Dead Load: Total Load: PL = 2180 Ib PD = 690 Ib PT = 3370 Ib Ultimate Factored Load: Pu = 4916 Ib CG 8/31/2017 City of Tukwila Department of Community Development DIANA KEYS 15200 52 AVE S, STE 300 TUKWILA, WA 98188 RE: Permit No. D16-0293 TUKWILA VILLAGE BUILDING E DETENTION VAULT 4450 S 144TH ST 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 10/1/2017. 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 10/1/2017, 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: D16-0293 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ?EMIT COORD COPY al PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0293 DATE: 10/26/16 PROJECT NAME: TUKWILA VILLAGE BLDG D - DETN VAULT SITE ADDRESS: 4450 S 144TH ST X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT Attl t i --� C Building Division u�qq N ,A - Public Works TF1] Atit N/A' Fire Prevention Structural 1.uB A- P Planning Division Permit Coordinator ri PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/27/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/24/16 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 INTER -CITY CONTRACTORS INci Home Espanol Contact Search L&I Page 1 of 3 A -L Index I I ty 1.&1 Safety & Health Claims & Insurance Workplace Rights Trades & Licensing 43 Washington State Department of Labor & Industries INTER -CITY CONTRACTORS INC Owner or tradesperson Principals HERRING, GREGORY ROBERT, PRESIDENT Doing business as INTER -CITY CONTRACTORS INC WA UBI No. 602 278 639 PO BOX 82405 KENMORE, WA 98028 425-806-8560 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. INTERCI977PZ Effective — expiration 10109/2003-10/12/2017 Bond CBIC Bond account no. LB9377 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 10/13/2004 10/08/2004 Expiration date Until Canceled Insurance Indian Harbor Ins Co Policy no. ESG300095601 $1,000,000.00 Received by L&I Effective date 10/06/2016 10/08/2016 Expiration date 10/08/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602278639&LIC=INTERCI977PZ&SAW= 11/14/2016 10/25/2016 12:22:19 PM v. ,uial Ian JUGU1I Iat IL % 1 Uro -1 LIKWila V mage Dlt]y_C-LiUHU idl LU 1 v_Uiaflak. IVt I \ 1]Yd/ ltld�,^3 iwdvao 1 4Ik/8 L:awn� 1 11 I1 t SOUTH 144TH STREET ACCESSIBLE ROUTE OF TRAVEL EXISTING FIRE LANE PROPERTY LINE II RESIDENTIAL ENTRY 289.50' (18) STALLS RESERVED FOR KCHA- PARKING EASEMENT FDC, LOCATED WITHIN 50'-0" OF FIRE HYDRANT, & METAL SIGN W/ RAISED LETTERS @ LEAST 1" IN SIZE STAIR 3 EXIT 288.50' Z UNIT ENTRY 289.50' UNIT ENTRY 289.50' UNIT ENTRY 289.50' 1 —L —� —UNIT SE:.OND FRONT ENTRY 289.50' ST R EXIT 8 UNIT ENTRY 288.80' 289.50' OUTLINE OF DETENTION VAULT (BELOW LEVEL ONE) SEAPARATE PERMIT COMMERCIAL ENTRY 291.30' Z_ J W 0 ce L/ .....//,_..._ , :1' . \ ,>��\, i \�\ • I Z tY u_ POLICE CTR. ENTRY 291.95' POLICE CTR. P L_ 7 ITc' 7 T I� Ic, u I J r STAIR 1 I GARAGE EXIT,EXIT 292.85' 292.45' BUILDING E/PARCEL E 5-STORY/125 UNIT AFFORDABLE SENIOR APTS./ MIXED-USE OFFICE OUTLINE OF BUILDING ABOVE SIDE C J-- 1 \ \ .---- GARAGE ENTRY / ACCESSIBLE STALL DEDICATED FOR BUILDING E 14-111 I-; rH 1 ' I l I iJ 7 GARAGE ENTRY 1 ASSUMED PROPERTY LINE BETWEEN BUILDINGS (30'-0" MIN.) GENARATOR FOR BLDG. E GARAGE EXIT STAIR 2 289.50' EXIT LTut 289.50' 1 1 1 I 1 1 1 PROPERTY LINE SEPARATE PERMIT P ~QUIR =D FOR: Wi echanlcal t,./ Electrical Cli4Plumbing Cpas Piping City of Tukwila 1:31.111ING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Rovlsiol r.; will require a now plan submittal and may include additional plan review fees. PROPOSED BUILDING D PARCEL E ZONING: HDR/UROD 1; Bov T CRNA Ti ,CA.ONq� ZONING: NCC (71 --- SITE PLAN 1" = 20'-0" REVIEWED FOR 'DE COMPLIANCE APPROVED Nov 0 9 2016 (Ac Cit` of Tukwila BUILDING DIVISION PROJECT DATA OWNER: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC. PROJECT LOCATION: 14400 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA, WA ASSESSOR'S PARCEL NUMBER: TO BE ASSIGNED UNDER NEW BOUNDARY LOT LINE ADJUSTMENT, FILE NO. L13 - 021 SITE AREA: 84,310 S.F. (1.94 ACRES) - FOR BOTH BLDGS. D & E DESCRIPTION: That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded in Volume 11, and page 31, records of King County, Washington, being in the Northeast quarter of the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian CITY OF TUKWILA, KING COUNTY, WASHINGTON - COMPLETE LEGAL DESCRIPTION BELOW PARKING BUILDING E: (01) SURFACE STALLS (104) GARAGE STALLS (00) LOADING STALLS (105) TOTAL STALLS ZONING: HIGH DENSITY RESIDENTIAL (HDR)(TMC 18.14) URBAN RENEWAL OVERLAY DISTRICT (URO)(TMC 18.43) & TUKWILA INTERNATIONAL BLVD. DESIGN MANUAL DEVELOPMENT STANDARDS: 1. BUILDING HEIGHT: UP TO 65 FT (PER ZONING CODE). 2. URO SETBACK STANDARDS FRONT: 8 FT. FROM CURBLINE ON S. 144TH ST. SIDE (W/IN 50 FT OF HDR): 10 FT. FIRST FLOOR 2ND + FLOOR: 20 FT.* (*NOTE PER DDA EAST SIDE CAN BE AVERAGED) REAR (W/IN 50 FT OF HDR): 1ST FLOOR 10 FT. 2ND FLOOR & ABOVE: 20 FT. 3. THE MAXIMUM NUMBER OF DWELLING UNITS SHALL BE DETRMINED BY BUILDING ENVELOPE, RATHER THAN A NUMERIC DENSITY. 4. UNIT MIX LIMITATION THAT STUDIO UNITS AVERAGE AT LEAST 500 SF OF INTERIOR FLOOR SPACE 11TH NO UNITS SMALLER THAN 450 SF. NO MORE THAN 40% OF DWELLING UNITS TO BE STUDIOS. NO STUDIO UNITS PROVIDED. THE URO DEVELOPMENT STANDARDS APPLY WHERE ALL OF THE FOLLOWING CRITERIA ARE MET (TMC 18.43.070.B): - AT LEAST 100 FEET OF DEVELOPMENT PARCEL FRONTS ONTO TUKWILA INTERNATIONAL BOULEVARD. - AT LEAST 75% OF PARKING IS PROVIDED IN AN ENCLOSED GARAGE AND SCREENED FROM VIEW FROM PUBLIC ROW. - THE GROUND FLOOR ALONG T.I.B. MUST CONTAIN ACTIVE USES. - DEVELOPMENT MUST PROVIDE AMENITIES FOR HIGH QUALITY PEDESTRIAN EXPERIENCE. - THE PROPERTY OWNER SHALL PREPARE A TRANSPORTATION MANAGEMENT PLAN TO ENCOURAGE ALTERNATIVES TO AUTOMOBILE USE. - PROVIDE CAR SHARING PROGRAM FOR RESIDENTAL DEVELOPMENT. -PROVIDE BICYCLE PARKING FOR RESIDENTIAL USE (SEE A001). Fl CO Permit Nom _Lia -04212.1. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Recoipt of approved Field Copy en con a itio ► s is acknowledged: By: Date: City of Tukwila BUILDING DIVISION PARCEL E-A (LI 1i-O3j I LEGAL DESCRIPTION That portion of Lots 12 through 15, inclusive, Block 2, Plat of Adams Home Tracts recorded in Volume 11, and page 31, records of King County, Washington, being in the Northeast quarter of the Northwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, more particularly described as follows: BEGINNING at the intersection of the South margin of South 144th Street as conveyed to the City of Tukwila by King Recording No. (0L 00001 D0 and the East line of said Lot 15; THENCE South 01°06'33" West, 280.19 feet along said East line to a point on a line parallel with and 11.50 feet North of the South line of said Lot 15; THENCE North 87°39'54" West, 97.12 feet; THENCE South 01°06'50" West, 11.50 feet to the South line of said Lot 15; THENCE North 87°39'54" West, 97.33 feet along said South line and the South line of said Lot 14 to a point on a line parallel with and 60.00 feet East of the West line of said Lot 14; THENCE North 01 °07'07" East, 125.03 feet along said parallel line to a point on a line parallel with and 125.00 feet North of the South line of said Lot 14; THENCE North 87°39'54" West, 198.12 feet along said parallel Zine to the East margin of Tukwila International Boulevard; THENCE North 20°06'52" East, 160.87 feet to that portion conveyed to the State of Washington by deed recorded under King County Recording No. 9603260430; THENCE South 69°53'08" East, 5.00 feet along said East margin; THENCE North 20°06'52" East, 20.00 feet along said East margin; THENCE North 69°55'50" East, 2.71 feet along said East margin to said South margin of South 144th Street as conveyed to the City of Tukwila by King Recording No. THENCE South 87°35'35" East, 161.55 feet along said South margin; THENCE South 02°24'25" West, 8.39 feet along said South margin; THENCE South 88°52'26" East, 164.98 feet to the TRUE POINT OF BEGINNING. JOHNSON 15200 52nd Suite 300 Seattle, Phone 206.766.8300 ARCHITECTURE INTERIOR 3380 WA www.johnsonbraund.com Greg Jeffrey REG ATE • BRAUND Ave. South 98188 DESIGN L. Allwine, AIA A Williams, AIA INC. REGISTERED ARCHITECT L. ALLWINE OF WASHINGTON STAMP SET ISSUANCE o a ce W 0 PHASE 2 PERMIT SET PHASE 2 BID SET OFFICIAL BID SET 0 0 cc)0 til CONTRACT SET F Qr m N C0 N � fV L0 (0 i1, ) (O N N t0 N o O 6 Z .- co co at 1n Decsription BID SET/PERMIT COMMENTS VE / REVISIONS DETENTION VAULT PERMIT G Ad aNNai li — N co SITE ADDRESS : 4450 SOUTH 144TH STREET TUKWILA, WA 98188 C OWNER/APPLICANT: Z TUKWILA VILLAGE DEVELOPMENT ASSOCIATES , LLC 0 = PUYALLAUP, WA Z 0 Z THESE DRAWINGS WERE PREPARED FOR THE TUKWILA VILLAGE - BUILDING E RECEIVED CITY OF TUKWILA OCT 2 6 2016 PERMIT CENTER PROJECT #: 1026.05 DRAWN BY: CR/DWK CHECKED BY: DWK ARCHITCTURAL SITE PLAN A020 DETENTION VAULT DESIGN CRITERIA CODE: INTERNATIONAL BUILDING CODE - 2012 EDITION ROOF: DESIGN SNOW LOAD 25 PSF GROUND SNOW LOAD, Pg 20 PSF FLAT ROOF SNOW LOAD, Pf 12.6 PSF SNOW EXPOSURE FACTOR, Ce 0.9 THERMAL FACTOR, Ct 1.0 SNOW IMPORTANCE FACTOR, Is 1.0 FLOORS: RESIDENTIAL CORRIDORS/EXITS PUBLIC AREAS WIND: BASIC WIND SPEED VULT: 110 MPH, VASD: 85 MPH EXPOSURE B TOPOGRAPHICAL FACTOR, Kzt 1.0 WIND IMPORTANCE FACTOR, Iw 1.0 INTERNAL PRESSURE COEFFICIENT, GCpi ±0.18 SEISMIC: SPECTRAL RESPONSE ACCELERATION, Ss 1.489 SPECTRAL RESPONSE ACCELERATION, S1 0.558 SPECTRAL RESPONSE ACCELERATION, Sds 0.993 SPECTRAL RESPONSE ACCELERATION, Sd1 0.558 SOIL SITE CLASS. Fa 1.000 SOIL SITE CLASS, Fy 1.499 SEISMIC DESIGN CATEGORY D SEISMIC DESIGN (WOOD LEVELS): RESPONSE MODIFICATION FACTOR, R REDUNDANCY FACTOR 1.0 SEISMIC DESIGN (CONCRETE LEVELS): RESPONSE MODIFICATION FACTOR, R REDUNDANCY FACTOR 1.0 40 PSF 100 PSF, 300LBS CONCENTRATED 100 PSF 6.5 (BRG WALL/SHEATHED WALLS) 5.0 (BRG WALL/SPEC REINF CONC) GENERAL CONDITIONS 1. THE CONTRACTOR SHALL VERIFY AND REVIEW ALL ITEMS WITHIN THE DRAWINGS PRIOR TO PROCEEDING WITH THE WORK. NOTIFY THE ENGINEER/ARCHITECT IMMEDIATELY WITH ANY DISCREPANCIES. 2. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 3. DIMENSIONS ARE NOT TO BE SCALED FROM THE PLANS, SECTIONS OR DETAILS WITHIN THE DRAWINGS. 4. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCE AND PROCEDURES. 5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED BUILDING AND ALL OTHER REGULATING AGENCIES, EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 6. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND SPECIFICATIONS. 7. NOTIFY THE ENGINEER OF ALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION, FOUNDATION 1. FOUNDATION DESIGN PARAMETERS PER GEOTECHNICAL REPORTS BY ASSOCIATED EARTH SCIENCES, INC. DATED MARCH 18, 2013, NOVEMBER 14, 2013, AND DECEMBER 14, 2014. RAMMED AGGREGATE PIERS (GEOPIERS) ARE TO BE USED FOR SOIL MODIFICATIONS UNDER THE BUILDING FOUNDATIONS PER THE GEOTECHNICAL REPORT AND GEOPIER PLAN. A. IBC SOIL SITE CLASSIFICATION E B. FOOTING BEARING PRESSURE 5,500 PSF C. LATERAL EARTH PRESSURE: • ACTIVE 35 PCF + 5H PSF (SEISMIC) • RESTRAINED 50 PCF + 10H PSF (SEISMIC) • PASSIVE 250 PCF • COEFFICIENT OF FRICTION 0.30 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR COMPACTED STRUCTURAL FILL. STRUCTURAL FILL IS TO BE COMPACTED TO 95% DENSITY PER ASTM D-1557. ELEVATED CONCRETE SLABS 1. SEAL THE TOP OF THE SLAB WITH A CURING COMPOUND. 2. PLACE CONCRETE IN SUCH A MANNER THAT TENDON AND NOMINAL REINFORCING HEIGHTS ARE MAINTAINED. 3. ALL ITEMS TO BE EMBED WITHIN THE SLABS, SPECIFICALLY ELECTRICAL CONDUIT, PLUMBING LINES AND HVAC DUCTS, ARE TO BE INDICATED ON LAYOUT DRAWINGS FOR EACH SLAB LEVEL. DRAWINGS ARE TO SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO FORMING SLAB. CONCRETE 1. REFERENCE STANDARDS: ACI -301 AND ACI -318. 2. MINIMUM CONCRETE STRENGTH AT 28 DAYS: FOOTINGS 3,000 PSI INTERIOR SLAB -ON -GRADE 3,000 PSI GARAGE SLAB -ON -GRADE 4,500 PSI LANDSCAPE/SITE WORK COLUMNS WALLS ELEVATED SLABS 3. THE WATER/CEMENT RATIO SHALL FOOTINGS SLAB -ON -GRADE LANDSCAPE/SITE WORK COLUMNS WALLS ELEVATED SLABS 2,500 PSI 4,000 PSI 4,500 PSI 5,000 PSI (56 DAYS) NOT EXCEED: 0.50 (BY WEIGHT) 0.45 (BY WEIGHT) 0.50 (BY WEIGHT) 0.50 (BY WEIGHT) 0.45 (BY WEIGHT) 0.45 (BY WEIGHT) W/ 1.0 ECLIPSE 4500 ADMIXTURE GAL/YD GRACE (OR EQUIV) 4. THE EXPOSURE CLASSES FOR EXPOSED CONCRETE SLABS AND WALLS: F1 - MODERATE FREEZING AND THAWING SO - NOT APPLICABLE PO - NOT APPLICABLE C1 - MODERATE CORROSION PROTECTION TO REINFORCEMENT. REFER TO ACI 318-11 SECTION 4.2 5. PROVIDE 5% ± 1.5% AIR CONTENT FOR ALL SLABS -ON -GRADE AND EXPOSED CONCRETE WALLS, PER ACI 318-11 SECTION 4.4.1 6. AGGREGATE GRADING SHALL COMPLY WITH AASHTO #57 GRADATION OR BETTER. PORTLAND CEMENT SHALL CONFORM TO TO ASTM C-150, TYPE II. 7. COMPLY WITH ACI -301 FOR MIXING. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESSIVE FREE SURFACE WATER. 8. COMPLY WITH ACI -301 FOR PLACEMENT. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE IN THE DRAWINGS. 9. MAXIMUM SLUMP TO BE 4" ± 1", TYPICAL; 5" ± 1" FOR ELEVATED SLABS. DO NOT ADD WATER TO THE MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. 10. COMPLY WITH ACI -305R FOR PLACEMENT IN HOT WEATHER AND ACI -306R FOR PLACEMENT IN COLD WEATHER. 11. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISH. ALL EXPOSED CONCRETE IS TO HAVE A CLASS A FINISH. TENDON PLACING SEQUENCE 1. PLACE BANDED TENDONS FIRST, THEN DISTRIBUTED TENDONS; IN CASE OF HEIGHT CONFLICT, BANDED TENDONS HAVE PRIORITY. CHAIR SUPPORTS FOR THE HIGH AND LOW POINT OF ALL TENDONS ARE TO MATCH THE HEIGHTS SPECIFIED ON THE DRAWINGS, NO VARIANCE IS ALLOWED; INTERMEDIATE SUPPORTS MAY VARY UP TO %" FROM THE ENGINEER APPROVED LAYOUT DRAWINGS SUPPLIED BY THE POST -TENSION TENDON SUPPLIER. 2. A MINIMUM OF 2 DISTRIBUTED TENDONS ARE TO BE LOCATED DIRECTLY ABOVE A COLUMN SUPPORT. 3. UNROLL TENDON COIL STARTING AT DEAD END FIRST. PASS THE TENDON THROUGH THE ANCHOR AND POCKET FORMER AT THE STRESSING END, REMOVING THE PLASTIC SHEATHING WITHIN 1 INCH OF THE OF THE BACK OF THE STRESSING END ANCHOR. REGREASE THE EXPOSED CABLE TO ENSURE CONCRETE WILL NOT BOND TO THE CABLE DURING CURING. A MAXIMUM OF 12" OF CABLE MAY BE EXPOSED AT THE FIXED END ANCHOR. 4. SECURE ALL TENDONS AT EACH INTERSECTION WITH THE SUPPORT BAR SEATED ON THE CHAIR SUPPORTS AND TIE EACH CHAIR TO THE SUPPORT BAR. 5. PLACEMENT OF MILD STEEL REINFORCEMENT SHALL BE COORDINATED WITH POST -TENSION TENDON PLACEMENT. PROPER TENDON PLACEMENT HAS PRIORITY. 6. EXERCISE CARE NOT TO DISTURB THE LOCATIONS OF THE TENDONS OR MILD STEEL REINFORCING DURING CONCRETE PLACEMENT. IF DISTURBED, TENDONS AND REINFORCING SHALL BE RESTORED TO PRESCRIBED LOCATION PRIOR TO CONCRETE SET, TENDON STRESSING TENDON STRESSING MAY PROCEED WHEN THE CONCRETE STRENGTH OBTAINS 3,500 PSI. SEE INSPECTION SECTION FOR CONCRETE TESTING REQUIREMENTS. 2. ALL TENDON STRESSING OPERATIONS MUST BE PERFORMED UNDER THE IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN POST -TENSIONING STRESSING OPERATIONS. THE PERSON IN CONTROL SHALL MAINTAIN STRICT SAFETY PRECAUTIONS AND A RIGID CONTROL OF GAUGE PRESSURE READING AND ELONGATION MEASUREMENTS. 3. ALL TENDONS SHALL BE STRESSED BY MEANS OF A HYDRAULIC JACK, EQUIPPED WITH A CALIBRATED PRESSURE GAUGE. EACH JACK SHALL BE ACCOMPANIED BY A CURRENT CALIBRATION CHART. IF THE MEASURED ELONGATION DOES NOT CORRESPOND TO THE CALCULATED ELONGATION BY ±7% THEN REPORT DISCREPANCIES TO THE ENGINEER BEFORE CUTTING CABLES. GAUGE PRESSURE GOVERNS OVER ELONGATION FOR THE STRESSING OF TENDONS OVER 25 FEET IN LENGTH. 4. STRESS TENDONS TO 80% OF ULTIMATE CAPACITY (33 KIPS), REFER TO RAM CALIBRATION CURVE FOR CORRESPONDING GAUGE PRESSURE. SEAT WEDGES IN THE ANCHORAGE USING HYDRAULIC DEVICE BUILT INTO THE RAM. MEASURE AND RECORD FINAL ELONGATION. 5. TAKE SAFETY PRECAUTIONS AS NECESSARY DURING STRESSING. DO NOT STAND BEHIND THE JACK WHILE STRESSING TENDONS. 6. AFTER STRESSING IS COMPLETED AND ELONGATIONS VERIFIED, TENDONS SHALL BE CUT OFF WITHIN 3/4" FROM THE SLAB EDGE. PROPERLY SEAL EXPOSED ANCHORAGE BLOCKOUTS USING A NON-METALLIC EPDXY OR NON -SHRINK GROUT MIX. REINFORCING STEEL 1. REFERENCE STANDARDS: ACI "DETAIL MANUAL" AND CRSI MANLAL OF STANDARD PRACTICE. 2. MATERIALS: A. REINFORCING STEEL: ASTM A615, GRADE 60 B. BOUNDARY ZONE REINFORCING: ASTM A706, GRADE 60, PER PLAN C. WELDED WIRE REINFORCING: ASTM A82 AND A185, Fy=75 <SI 3. LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. PROVIDE CORNER BARS OR HOOK BARS (90 OR 180 DEGREE) AT THE END OF ALL HORIZONTAL REINFORCEMENT IN WALLS. A615 STEEL IS NOT TO BE WELDED 10 OTHER STEEL MEMBERS. 4. REINFORCEMENT COVER: FOOTINGS SLABS FORMED SURFACE: EXTERIOR FACE INTERIOR FACE 3 INCHES TO EARTH 2 INCHES TO FORMED SURFACE 2 INCHES TO EARTH 1Y2 INCHES, #5 BAR AND SMALLER 2 INCHES, #6 BAR AND URGER 3/4 INCHES FOR SLABS ANLL WALLS 1% INCHES FOR BEAMS AND COLUMNS 5. REINFORCING STEEL A615 MAY NOT BE WELDED TO OTHER STEE_ ELEMENTS. (ACI3.5.2) 6. STUDRAIL SHEAR STUD REINFORCEMENT IS TO COMPLY WITH ASTM A1044. PRESTRESSING STEEL CABLES SHALL BE SEVEN WIRE, LOW RELAXATION STRAND IN ACCORDANCE WITH ASTM A416, GRADE 270 KSI, WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. ALL MATERIAL SHALL BE CLEAN AND FREE FROM CORROSON. NOMINAL DIAMETER NOMINAL AREA MAXIMUM TEMP. JACKING FORCE ANCHORAGE FORCE FINAL EFFECTIVE FORCE INCH 0.153 SQ INCH 33 KIPS 28.9 KIPS 26.8 KIPS 2. CABLES ARE TO BE PART OF AN UNBONDED SYSTEM; COATED WITH A RUST PREVENTIVE GREASE AND ENCLOSED IN A SEAMLESS PLASTIC SHEATHING (TENDON). TORN OR DAMAGED SHEATHING SHALL BE PATCHED BEFORE CONCRETE IS PLACED. FABRICATION OF THE TENDONS IS TO BE IN ACCORDANCE WITH THE GUIDE SPECIFICATIONS AS OUTLINED BY THE POST -TENSIONING INSTITUTE. 3. ANCHORAGE SHALL BE MONOSTRAND TYPE ANCHOR SYSTEM WIT -I CURRENT /CBO APPROVAL USING DUCTILE IRON CASTING OF AT LEAST 21/2" BY 5" OF BEARING. REUSABLE POCKET FORMERS ARE TO BE USED ON ALL STRESSING ENDS. THE POCKET FORMER SHALL PROVIDE ADEQUATE CONCRETE COVERAGE FOR 71 -IE ANCHOR AS REQUIRED. COATING FORMER IS OIL OR OTHER MATERIAL FOR EASE OF REMOVAL IS ACCEPTABLE. ALL DEAD END ANCHORAGES SHALL BE SHOP FABRICATED, PRESEATED WED GES. 4. ALL TENDON ANCHORS, LIVE AND DEAD, LOCATED BELOW FINISH GRADE ARE TO HAVE ENCAPSULATED ANCHORS. STRUCTURAL STEEL 1. REFERENCE STANDARDS: LATEST EDITION OF THE AISC "CODE OE STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS NOTED OTHERWISE W SHAPES - ASTM A992 (Fy = 50,000 PSI) TUBE STEEL - ASTM A500, GRADE B (Fy = 46,000 PSI) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES D1.1 AND D1.3. USE ONLY STATE CERTIFIED WELDERS. 2. USE DRY E70 ELECTRODES. 3. WELDS ARE TO BE /4 INCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN THE DRAWINGS. COLD FOR!/ED VETAL (STEEL STUD) 1. REFERENCE STANDARDS: AISI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS". 2. MEMBER AND ACCESSORY SIZES AND SECTION PROPERTIES PER PLAN. 3. ALL MEMBERS AND ACCESSORIES ARE TO HAVE A YIELD STRESS OF 33 KSI (MIN). 4. EXTERIOR STUDS ARE TO HAVE COMPLETE, LEVEL AND UNIFORM BEARING IN THE BOTTOM TRACK. STEEL DECK 1. REFERENCE STANDARDS: ACI "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS" AND AWS D1.3-89 "SPECIFICATIONS FOR WELDING SHEET STEEL IN STRUCTURES". 2. STEEL DECKING TYPE AND SECTION PROPERTIES PER PLAN. 3. PROVIDE A MINIMUM 2" BEARING OVER SUPPORTING MEMBERS. PLACE UNITS END TO END PRIOR TO PERMANENTLY FASTENING. ALIGN RIBS OVER ENTIRE LENGTH. 4. FLOOR DECK FASTENING: i. SUPPORTS PARALLEL TO RIBS: SECURE TO SUPPORTING MEMBERS WITH #10x1Y4" SCREWS AT 12" O.C., UNLESS NOTED OTHERWISE. ii. SUPPORTS PERPENDICULAR TO RIBS: SECURE TO SUPPORTING MEMBERS WITH #10x1% SCREWS AT EVERY OTHER VALLEY, MINIMUM FOUR PER SHEET, UNLESS NOTED OTHERWISE. iii. PROVIDE CRIMPED SIDELAP CONNECTIONS AT 24" O.C., UNLESS NOTED OTHERWISE. BRICK VENEER ANCHORAGE 1. PROVIDE GALVANIZED SEISMIC VENEER ANCHORS AT 16" 0.C. VERTICALLY AND 16" O.C. HORIZONTALLY. PROVIDE #9 GAGE HORIZONTAL JOINT REINFORCING WIRE. 2. ATTACH TO WOOD STUDS WITH GALVANIZED #8 SCREWS WITH A MINIMUM 1%" EMBEDMENT. ATTACH TO CONCRETE WITH Y"0 EXPANSION ANCHORS WITH A MINIMUM 2" EMBEDMENT. CONCRETE OR VASONRY ANCHORS 1. MECHANICAL ANCHORS ARE TO BE EITHER HILT! KWIK BOLT -TZ ANCHORS, SIMPSON STRONG -BOLT OR SIMPSON TITEN HD ANCHORS. ANCHOR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. 2. EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE OR SOLID MASONRY IS TO BE EITHER HILT! HIT -RE 500 -SD OR SIMPSON SET -XP. ROD OR REBAR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. ABBREVIATIONS: A. BOLT A.F.F. ALT APPROX BM 8.0.0. BTM BRG BTW CLR CMU CONC COND CONN CONST CONT DIA DIM DL EA EF ELEV EN EQ EQUIP ES EXIST FD FDN FG FLFR FLR FT FTG FRT FS GA GALV GLB HORIZ HT I.F. IN LL MAX MECH MIN MISC NS NTS 0. C. 0. F. PSF PSI PT RAP REINF REQ'D SCHD SEC SF SIM SPEC STD STL STRUCT TOC TOF. T.0.0. TOS TOW TS TYP U. N.O. VER T W/ WHS WTS WT WWR ANCHOR BOLT ABOVE FINISH FLOOR ALTERNATE APPROXIMATE BEAM BOTTOM OF OPENING BOTTOM BEARING BETWEEN CLEAR CONCRETE MASONRY UNIT CONCRETE CONDITION CONNECTION CONSTRUCTION CONTINUOUS DIAMETER DIMENSION DEAD LOAD EACH EACH FACE ELEVA TION EDGE NAILING EQUAL EQUIPMENT EACH SIDE EXISTING FLOOR DRAIN FOUNDATION FINISH GRADE FLUSH FRAMED FLOOR FEET FOOTING FIRE RETARDANT TREATED FAR SIDE GAUGE GALVANIZED GLUE LAMINATED BEAM HORIZONTAL HEIGHT INSIDE FACE INCH LIVE LOAD MAXIMUM MECHANICAL MINIMUM MISCELLANEOUS NEAR SIDE NOT TO SCALE ON CENTER OUTSIDE FACE POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PRESSURE TREATED RAMMED AGGREGATE PIER REINFORCING REQUIRED SCHEDULE SECTION SQUARE FEET SIMILAR SPECIFICA TIONS STANDARD STEEL STRUCTURAL TOP OF CONCRETE TOP OF FOOTING TOP OF OPENING TOP OF STEEL TOP OF WALL TUBE STEEL TYPICAL UNLESS NOTED OTHERWISE VERTICAL WITH WELDED HEADED STUD WELDED THREADED STUD WEIGHT WELDED WIRE REINFORCING SHEET INDEX: S1 - GENERAL NOTES S1.1 - GENERAL NOTES (CONT.) S2 - LEVEL 1 PLAN S3 - MEZZANINE REBAR PLAN S3.1 - MEZZANINE PT PLAN S4 - LEVEL 2 REBAR PLAN S4.1 - LEVEL 2 PT PLAN S4.2 - LEVEL 2 DRAINAGE PLAN S5 - LEVEL 3 FRAMING PLAN S6 - LEVEL 4 FRAMING PLAN S7 - LEVEL 5 FRAMING PLAN S8 - ROOF FRAMING PLAN S9 - LEVEL 2 SHEARWALL PLAN S9.1 - LEVEL 3-5 SHEARWALL PLAN S10 - CONCRETE WALL ELEVATIONS S10.1 - CONCRETE WALL ELEVATIONS (CON' S10.2 - CONCRETE WALL ELEVATIONS (CON S10.3 - CONCRETE WALL ELEVATIONS (CON S10.4 - CONCRETE WALL ELEVATIONS (CONT) S11 - CONCRETE BEAM ELEVATIONS S12 - FOUNDATION DETAILS S12.1 - COLUMN AND PIER DETAILS S12.2 - DETENTION VAULT DETAILS S13 - POST TENSIONED DETAILS S14 - CONCRETE DETAILS S14.1 - CONCRETE DETAILS (CONT.) S15 - FLOOR FRAMING DETAILS S15.1 - FLOOR FRAMING DETAILS (CONT.) S16 - ROOF FRAMING DETAILS S16.1 - ROOF FRAMING DETAILS (CONT.) S17 - MISC DETAILS S18 - CANOPY AND ROTUNDA DETAILS REVIEWED FOR QDE COMPLIANCE APPROVED NOV 0t3 2016 City of Tukwila UU-1 9 DIVISION a- 0 a. 0 0 0 MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION t4 0 02-13-2015 04-22-2015 0 N N (V 0 01-29-2016 CO 0 N c%> 0 0 0 (0 0 0 RECEIVE OHECKED BY: CITY OF TUKWILA 1026 BV,TF JN;MJ,MS OCT 2 6 2016 GENERAL NOTES PERMIT CENTER DIIVENSIONAL LU V1BER MEET THE REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. ALL MEMBERS ARE TO BEAR THE STAMP OF THE WWPA. MOISTURE CONTENT AT THE TIME OF FRAMING IS TO BE 19% OR LESS. 2. MINIMUM DIMENSIONAL LUMBER GRADES ARE TO BE: WALL STUDS WALL PLATES JOISTS HEADERS/BEAMS POSTS 2x DF STUD GRADE 2x DF STANDARD GRADE 2x PT DF STANDARD GRADE PER PLAN AT CONCRETE 2x DE #2 4x, 6x DF #2 4x, 6x DF #2 3. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED LUMBER. NAILS AND PLATE WASHERS IN CONTACT WITH TREATED LUMBER SHALL BE HOT -DIPPED GALVANIZED. ANCHOR BOLTS ARE NOT REQUIRED TO BE HOT -DIPPED GALVANIZED. 4. FOUNDATION SILL PLATES ARE TO BE BOLTED TO THE CONCRETE FOUNDATION WITH 3/4"0 ANCHOR BOLTS EMBED A MINIMUM 7" OR 3/4"0 MECHANICAL ANCHORS EMBED AS SPECIFIED ON DRAWINGS. PROVIDE A MINIMUM OF TWO BOLTS PER PLATE SECTION A MAXIMUM OF 9" FROM THE PLATE END. MAXIMUM SPACING OF ANCHORS IS TO BE 4'-0". PROVIDE 0.229"x3" SQ. WASHERS AT ALL ANCHOR BOLTS. WASHER EDGES MUST BE WITHIN %" OF WALL SHEATHING. 5. SHOT PIN ATTACHMENTS FOR SILL PLATES ARE TO BE SIMPSON FASTENERS OR APPROVED ALTERNATE. SHOT PIN SIZES ARE AS FOLLOWS: PLATE THICKNESS EMBED MATERIAL SHOT PIN 2x CONC PDPWL-2SOMG 2x STEEL X -U 52 P8 S36 6. BOLTS IN WOOD BEAMS SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE MEMBER EDGE. PROVIDE STANDARD WASHERS FOR ALL NUTS BEARING AGAINST WOOD. 7. FASTEN ALL MEMBERS IN ACCORDANCE WITH IBC TABLE 2304.9.1, UNLESS NOTED OTHERWISE. PROVIDE MINIMUM 1%" EMBED FOR ALL NAILS. NAIL SIZES ARE AS FOLLOWS: NAIL MIN. SHANK DIA. 8d 0.131" 10d 0.148" 16d 0.161" 8. HOLES AND NOTCHES IN WOOD MEMBERS ARE TO BE LIMITED AS SUCH: L/3 N 1 HOLES IN THIS AR MAX. HOLE DIA. 40% STUD DEPTH 13/8" FOR 2x4 JOIST BEAM 11 FOR 2x6 T5/0"E 1l1 MAX. NOTCH IiijIL 25% STUD DEPT 13/" FOR 2x68 FOR 2x4YHOLES ARE NOT PERMITTED IN I SAME SECTION DBL STUDPTH FOR HOLE AS NOTCH DIA. OF UP TO 60% STUD DE%" FOR 2x4 '23%" FOR 2x6 NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS ARE ALLOWED GLU-LA VINATED VEVIBERS STUDS 1. GLU-LAMINATED WOOD MEMBERS ARE TO BE DOUGLAS FIR, KILN DRIED AND AITC SPECIFICATION 24F -V4, UNLESS NOTED OTHERWISE. BEAMS ARE HAVE A 2,000 FT RADIUS CAMBER, UNLESS NOTED OTHERWISE, 2. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR AND BEAR THE AITC STAMP. 3. THE GLUE IS TO BE A "WET -USE" ADHESIVE. WOOD STRUCTURAL CONNECTIONS 1. ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS STRAPS, ETC. SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUAL. WOOD TRUSSES 1, SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, SIGNED AND DATED BY A LICENSED ENGINEER IN THE STATE OF THE PROJECT TO THE ENGINEER OF RECORD FOR REVIEW. 2. TRUSS PLATES ARE TO BE ICBG APPROVED. TOP CHORDS ARE TO BE DOUGLAS FIR #2 OR BETTER. 3. INSTALL BRIDGING, WEB AND CHORD BRACING AS REQUIRED BY THE TRUSS FABRICA TOR. 4. TEMPORARY SHORING AND BRACING OF THE TRUSSES DURING ERECTION IS THE RESPONSIBILITY OF THE CONTRACTOR. VIANUFACTURED LUVBER 1. PARALLEL STRAND LUMBER (PSL) IS TO BE 2.0E PARALLAM MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 2. LAMINATED VENEER LUMBER (LVL) IS TO BE 1.9E MICROLLAM MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 3. LAMINATED STRAND LUMBER (LSL) IS TO BE 1.3E TIMBERSTRAND MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL. 4. MANUFACTURED I -JOISTS ARE TO BE TJI SERIES MEMBERS ARE SPECIFIED IN THE DRAWINGS MANUFACTURED BY iLEVEL OR ENGINEER APPROVED EQUAL, WOOD SHEATHING 1. ROOF SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED PRP -108 PERFORMANCE STANDARD, EXP -1 RATING, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL FOR DRAWING SPECIFIED ROOF LIVE LOAD. PROVIDE MINIMUM %" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS. 2. FLOOR SHEATHING. MINIMUM THICKNESS PER PLAN. APA RATED PRP -108 PERFORMANCE STANDARD, EXP -1 RATING, TONGUE AND GROOVE EDGES CONFORMING TO INDENTIFICATION INDEX 4%0 FOR SUPPORTS UP TO 20 INCHES ON CENTER. PROVIDE MINIMUM %" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL AND GLUE TO SUPPORTS. GLUE ADHESIVE IS TO CONFORM TO APA SPECIFICATION AFG-01. NAIL 6 INCHES ON CENTER ALONG EDGES AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE. USE 10d COMMON NAILS. EXTERIOR CONDITIONS ARE TO BE PLYWOOD SHEATHING. 3. WOOD SHEARWALL SHEATHING. MINIMUM THICKNESS PER PLAN. PLYWOOD OR OSB APA RATED PRP -108 PERFORMANCE STANDARD, TYPE C -C OR C -D, EXP -1 RATING. NAILING PER DRAWINGS. SHRINKAGE SETTLEVENT 1. DUE TO CROSS GRAIN WOOD SHRINKAGE, THIS BUILDING IS EXPECTED TO SETTLE APPROXIMATELY Y" PER WOOD FRAMED STORY. THIS SHRINKAGE WILL OCCUR WITHIN THE WALL PLATES AND NOT ALONG THE LENGTH OF THE STUDS. 2. ALL PLUMBING AND MECHANICAL DUCTS SHALL BE DESIGNED WITH FLEXIBLE JOINTS OR OTHER MEANS TO ACCOMMODATE THIS NORMAL SETTLEMENT ELEVATOR 1. ELEVATOR SUPPORT RAILS AND OTHER ACCESSORIES ARE TO BL- PROVIDED BY THE ELEVATOR MANUFACTURER. 2. PROVIDE SHOP DRAWINGS TO THE ENGINEER FOR REVIEW INDICATING RAIL CONNECTION DETAILS AND REACTIONS TO ELEVATOR WALL STRUCTURE. SHOP DRAWINGS AND SUBVITTALS 1. SUBMIT 3 COPIES OF LAYOUT DRAWINGS FOR REVIEW OF: A. REINFORCING STEEL B. C. D. E. F. G. STRUCTURAL STEEL POST -TENSIONED TENDONS PRE -MANUFACTURED ENGINEERED WOOD TRUSSES SPRINKLER SYSTEM ELEVA TOR HOLDOWN SYSTEMS 2. SUBMIT 3 COPIES OF SPECIFICATIONS FOR REVIEW OF: A. CONCRETE DESIGN MIX B. CONCRETE INSERTS DEFERRED SUBUIITTALS 1. PLANS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED N A TIMELY MANNER THAT ALLOWS A MINIMUM OF 10 WORKING DAYS FOR THE ENGINEER PLUS AN ADDITIONAL 30 WORKING DAYS FOR INITIAL PLAN REVIEW FROM THE CITY. ALL COMMENTS RELATED TO THE DEFERRED SUBMITTAL MUST BE ADDRESSED TO THE SATISFACTION OF THE PLAN CHECK DIVISION PRIOR TO APPROVAL OF THE SUBMITTED ITEMS. 2. THE DEFERRED SUBMITTAL ITEMS INCLUDE THE FOLLOWING: A. PRE -MANUFACTURED ENGINEERED WOOD TRUSSES B. FIRE SPRINKLER DRAWINGS C. STAIR TREADS AND STAIR RAILINGS SPECIAL INSPECTIONS 1. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY INDEPENDENT, JURISDICTIONALLY APPROVED AGENCY IN ACCORDANCE WITH IBC SECTION 1704 AND PROVIDE THE DUTIES AND RESPONSIBILITIES AS INDICATED IN SECTION 1701.3. 2. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRNG SPECIAL INSPECTION MUST BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL UPON COMPLETION OF PROJECT. 3. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A JURISDICTIONAL INSPECTOR. 4. THE SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT ARE LISTED IN THE SUMMARY OF SPECIAL INSPECTION. STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION BY THE ENGINEER OF RECORD IS REQUIRED FOR THIS PROJECT. THE OBSERVATION IS TO OCCUR PRIOR TO CONCRETE PLACEMENT OF CONCRETE SLABS AND DURING WOOD CONSTRUCTION. THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND THE BUILDING OFFICIAL. 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. JOB SITE SAFETY THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THE WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF THE WORK BY THE CONTRACTOR, SUB -CONTRACTOR OR ANY PERSON ON THE SITE. SUluiivARY OF SPECIAL INSPECTION ITEM INSPECTION REQUIRED REMARK GRADING AND EXCAVATION VERIFY MATERIAL BELOW FOOTING FOR DESIGN BEARING CAPACITY; PERIODIC INSPECTION REFER TO GEOTECHNICAL REPORT VERIFY EXCAVATION TO PROPER DEPTH; PERIODIC INSPECTION VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF FILL; CONTINUOUS INSPECTION CONCRETE VERIFY MIX DESIGN SUPPLIED MEETS APPROVED MIX DESIGN; PERIODIC INSPECTION REFER TO STAMPED MIX DESIGN BY DCG PLACEMENT OF CONCRETE, INCLUDES VERIFYING SLUMP AND AIR CONTENT TESTS; CONTINUOUS INSPECTION REFER TO DRAWINGS; NOT REQUIRED FOR SITE -WORK CONCRETE VERIFY ANCHOR BOLTS ARE PLACED AND TIED PROPERLY; CONTINUOUS INSPECTION REFER TO DRAWINGS PERFORM CYLINDER STRENGTH TESTS FOOTINGS/SLAB-ON-GRADE - 3,000 PSI COLUMNS AND WALLS - 4,000 PSI ELEVATED SLABS - 5,000 PSI REINFORCING STEEL VERIFY PLACEMENT, COVER AND BAR SIZE; PERIODIC INSPECTION REFER TO DRAWINGS VERIFY GRADE; PERIODIC INSPECTION ASTM A615, GRADE 60 ASTM A706, GRADE 60 AT BOUNDARY ZONE CONDITIONS STRUCTURAL STEEL VERIFY MEMBER SIZES AND PLACEMENT, AND BOLTED CONNECTIONS ARE SNUG -TIGHT; PERIODIC INSPECTION REFER TO DRAWINGS ON-SITE WELDING PERIODIC INSPECTION OF FILLET WELDS %6" AND LESS POST -TENSIONED TENDONS VERIFY HEIGHTS AND PLACEMENT PRIOR TO POURING; CONTINUOUS INSPECTION ONCE TENDONS ARE PLACED REFER TO DRAWINGS TENDON STRESSING; CONTINUOUS INSPECTION SUBMIT STRESSING REPORT TO ENGINEER OF RECORD FOR REVIEW EPDXY OR MECHANICAL ANCHORS VERIFY INSTALLATION SIZE AND DEPTH; CONTINUOUS INSPECTION REFER TO DRAWINGS OR FIELD DIRECTIVES WOOD FLOOR/WALL DIAPHRAGMS VERIFY NAIL SIZE, SPACING, SHEATHING TYPE, BLOCKING, ETC.; PERIODIC INSPECTION REFER TO DRAWINGS PRE -FABRICATED ELEMENTS MANUFACTURERS ARE TO PROVIDE CERTICICATES OF COMPLIANCE FOR FABRICATION OR PROOF OF SPECIAL INSPECTION ON PREMESIS TO THE BUILDING OFFICIAL REFER TO SHOP DRAWINGS, SUBMITTALS AND DEFFERRED SUBMITTAL SECTIONS ON THIS SHEET REVIEWED FOR BODE COMPLIANCE $' APPROVED vi.. NOV 0 9 2016 City of Tukwila BUILDING DIVISION (U Z 0 0 0 z z 0 0 0 Civil - Structural - Land Use w z m m0, 0 CT)cD LL L_ N 0 cY) (0 0 r 0 CV LO 0 RECEIVED CITY OF TUKWILA OCT 2 6 2016 PERMIT CENTER MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION lf) LO U) LO 0 CV CO CV 0 0 cV O 0 0 (V N N 0 0 CV N CV U) 0 0 CA 0 CV CD M 0 N O 0 ISSUE DATE: 12-19-2014 w TUKWILA VILLAGE - BUILDING OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 O M w F- Q O LJ T • M J_ N .;- ca m w .. Zhu_ W 0.) Zrno Q�� N N J j Q N 0- 0 z z z z 0 z 0 0 1 U w EL EL w 0 -CC a w LIT 0 CC o ao ww wz I- g Z Ow ) - W LEI PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS GENERAL NOTES CONTINUED S1 .1 A. B CONTINUE FTG PER 3/S12 AND TIE REINF. INTO COLUMIN FTG EG_29D..7.6'- S12) S12) r , L::r. i J- I �J ,. =�:ll II I'1. 11 J II ,I ,I III II I I�- i j L L` FF=289.50' F8 TOF= 285.00' J F6 C4 r - I 4 J N 0 P18.2 01 289.17' 285.50'1 S12 cry F14x12.5L P18.1 r 4-0 TYP 0 4'- 0' MA Vir P20 r S12 �1 0 N L 4 • F8 c 5 I L 1-= C1 TOF 285.6 7' 1 F8 4 i �1 L_ L_ II -1 T F6 TYPICAL PORCH SLAB 4" SLAB ON -GRADE W/ #4 AT 24" 0.C. 1 1 I T0F. =288.67' TYP FG 29310' 1 I 'I F12x6 TOF=285.00' FF=291.30' i C4 F8 O) 4' 0" ik lar r P18 j L F12x6 EI r F12x6 TYPICAL INTERIOR SLAB 4" SLAB ON -GRADE W/ #3 AT 12" 0.C. F12x6 FF=291.95' J 17 II C1I F6 FF=289, 50' L - _ N 0 10 12. I.._ I :N I N Ip - I 0 •IN N TYP F10 r'^---- - I I rr-- I L '1 I \ i I L r 4 -- TOF=282.97' TYP; AT,.VAULT, F10 I � I !C2 I - I 1. 12. L - -1 I- I I I I L J 288.6 L -10 C2 -r r -1 VAULT OPENING L PER 6/S12.2 ,1 0 oC L TOF= 282.9 7 TYP AT VAULT C3 1 LU _-J J Tc I I Ij F8 1 L 1 'Tc t _r 3-0 r 7,0 3'- 1F10 .PF -288.80' 3Q" FG=289: 00' FF=289.00' 0 0 0 Civil - Structural - Land Use cTis a. LL 0 cd 0 /1 1 -71 1 C4 16GA 3" MTL DECKING W/ 8" (TOTAL) CONC VAULT OPENING PER 6/S12.2 �I oII II Il JJ dj I i JJ F8 r -C4-- I r -�--F8 F8 6 AT FTG AT LCD -J LLJ C2 13 S12 tfC2 FB 111 C2 FF=289.50'7 FB GARAGE SLAB 4" SLAB ON -GRADE OVER 6" CLEAN GRAVEL 12 4.2 4,-0" TYP .1, II o11 II J C4 II TOF=284 00' 5 DETENTION VAULT FTGS ARE NOT REQ'D TO BE PLACED OVER GEOPIERS. PREPARE SUB -GRADE FOR 2,000 PSF ALLOWABLE BEARING. COLUMN FTGS AT VAULT MUST BE ON GEOPIERS FB C3 C4 -444 CD 0 LEVEL 1 FOUNDATION PLAN S2 T FOUNDATION NOTES: 1. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR WALL DIMENSIONS. 2. MECHANICAL UNITS OVER 400 LBS ARE TO BE BOLTED TO SLAB WITH A MINIMUM (4)%2"0 EXPANSION ANCHORS, EMBED 3Y2" MIN. 3. REFER TO SHEET S18 FOR STAIR REQUIREMENTS. 4. SAW CUT JOINTS ARE TO BE Y4" DEEP AND EXTEND FROM COLUMN TO COLUMN OR COLUMN TO PIER (30' 0.C. MAX). REFER TO DETAIL 7/S12.1 FOR JOINTS AROUND COLUMNS. 5. 298.33' INDICATES STEP FOOTING AND ADJACENT TOP OF 297.33' FOOTING ELEVATIONS. REFER TO DETAIL 20/S12. 6. C# INDICATES COLUMN TYPE ON THIS LEVEL. REFER TO DETAIL 2 AND 6/S12.1 FOR COLUMN TYPE REQUIREMENTS. COLUMNS ARE CENTERED ON GRIDLINES UNLESS OTHERWISE DIMENSIONED. 7. PI INDICATES CONCRETE WALL TYPE. REFER TO ELEVATIONS ON SHEETS S10 -S10.4 FOR WALL ELEVATIONS. 8. ALL SLAB -ON -GRADE, GRADING, EXCAVATION AND SUB -GRADE PREPARATION TO BE DONE IN ACCORDANCE TO GEOTECH REPORT. 9. 10. INDICATES CONCRETE WALL OR COLUMN. ALL WALLS NOT INDICATED AS CONCRETE ARE METAL STUD ON THIS LEVEL. REFER TO DETAILS ON SHEET 515.1 FOR REQUIREMENTS. INDICATES BRICK VENEER LOCATION. REFER TO DETAILS FOR BASE AND SHEET S1 FOR ATTACHMENT REQUIREMENTS. 5.8 Pil FCOTING SCHEDULE 9 MARK SIZE THICKNESS REINFORCING OD) REVIEINED FOR CODE COMPLIANCE APPROVED NOV OD 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKVVILA OCT 2 6 2016 PERMIT CENTER 0 MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION 0 "c7") 0 CD 0 CN ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING co UJ cc OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 LU 1 - Cf) LL co z 5 LL.1 W LU ct cew a. Lice Oui LLI PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS LEVEL 1 FOUNDATION PLAN S2 90° HOOK AT TOP " MAX I TOP FLOOR r • LAP PER SCHEDULE \ 2" MAX TO LAST TIE 2'-6" #4 AT 12" O.C. AROUND COLUMN REINF PER SCHEDULE • 2" MAX TO LAST TIE MID -FLOOR DOWELS TO MATCH VERT REINF W/ MIN EMBED INTO FTG PER SCHEDULE THICKEN SLAB 1'-0" AROUND COLUMN 0_ BTM FLOOR .: MARK STU DAD STUD LENGTH i W STUD SPACING (D) NO. RAILS SIDE • PER SCHEDULE ,, c� 6 TYPICAL COLU V N DETAIL 12 STUDRAILS PER SCHEDULE 1' EQ EQ SCALE 3/8" = 1'-0" SHORT SIDE #4 CROSSTIES MATCH TIE SPACING 1Y2" CLR COLUMN BELOW #4 CROSSTIES MATCH TIE SPACING 1'-0" 1%" CLR (6)#7V 3/4" CHAMFER TYP 1" DEEP SAW JOINT ALONG COLUMN LINES AND AROUND COLUMNS C1 #4 TIE AT 4Y" O.C. #4 CROSSTIES MATCH TIE SPACING 1%" CLR (6)#7V 1'-0" #4 TIE AT 4%" O.C. #4 TIE MATCH TIE SPACING /" CHAMFER TYP C2 7 COLUMN SECTION CONCRETE COLUMN 14 #4 TIE A T 4%" O.C. 1%" CLR (10)#7V 4" CHAMFER TYP 12 SCALE 3/4" = 1'-0" COLUMN STUDRAIL SCHEDULE MARK STU DAD STUD LENGTH NO. STUDS/RAIL STUD SPACING (D) NO. RAILS SIDE • SR2.1 5/" 82" 4 44" 3 SR2.2 5/" 82" 8 44" 3 SR2.3 /8" 142" 4 63/4" 3 SR2.4 /8' SEE 14/512.1 10 44" 3 SR 1.1 5/" 8'2" 4 34" 3 SR1.2 5/" 8%" 11 34" 3 12 STUD RAIL DETAIL 12 #4 TIE AT 12" O.C. VAULT WALL REINF PER 15/S12 INTERIOR FACE OF VAULT (TYP) #4 CROSSTIES MATCH TIE SPACING #4 TIE AT 12" O.C. �s VAULT PILASTER DETAIL 1'-6" CLR (8)#7V . 2 1 12 X5. SCALE 3/4" = 1'-0" SCALE 1/2" = 1'-0" INTERIOR FACE OF VAULT (TYP) C3 LOWER COLUMN REINF TO BEND INTO UPPER COLUMN #4 CROSSTIES MATCH TIE SPACING #4 TIE AT 4'2" 0.C. 1%" CLR 1'-6" 3/4" CHAMFER TYP #4 TIE AT 4%" O.C. (8)#7V 3/4" CHAMFER TYP C4 REINF TO START AT SLAB W/ 90° HOOK CONTINUE UP LOWER COLUMN REINF INTO - UPPER COLUMN 1'-6" EXTEND WALL HORIZ REINF W/ 90° OR 180° HOOKS 1%" CLR (8)#7V #4 CROSSTIES MATCH TIE SPACING C5 COLUMN SECTIONS C1 TO C2 C1 TO C4 8 COLUV N TRANSITION DETAILS LOWER COL REINF TO BEND INTO UPPER COLUMN LAP PER PLAN 12 3.16x DIAM. MIN ROUND HEAD NELSON PSR STUDS, DECON STUDRAILS OR APPROVED ALTERNATE W/ DIAMETER PER SCHEDULE SCALE 3/4" = 1'-0" SPACING °ER SCHEDULE (D) CO 0 Q 0 SLAB EDGE J — J J STUD HEIGHT \,/ MACTH STUD SPACING (0) EA END STUD RAIL DETAIL COLUMN BELOW DIAM. 516'x2" BASE RAIL BALANCE PER DETAILS 12, 13, AND 14 STUDRAILS PER SCHEDULE j,EQEQ STUDRAILS PARALLEL TO EDGE STUDRAILS PERP. TO EDGE EDGE COLUMN STUDRAIL SCHEDULE MARK STUD DIA. STUD LENGTH NO. STUDS /RAIL STUD SPACING (0) NO. RAILS PARALLEL TO EDGE NO. RAILS PERP. TO EDGE SR20.2 /8" 8%" 4 4%4" 3 3 5R20.3 5/8" SEE/ 14/512.1 15 44" 3 3 V SCALE 1/2" = 1'-0" (4)#5V AT INTERSECTION 1'-0" WALL PER ELEV 1%" CLR (8)#7V 3/4" CHAMFER TYP SCALE 3/4" = 1'-0" -- --s,/- CORNER CONDITION \ WHERE OCCURS 1/4I MATCHING CROSSTIES NOT SHOWN FOR CLARITY C6 2'-4" AT C6.B ALIGN (6)BARS FOR C1 COL ABOVE #4 CROSSTIES #4 TIE MATCH TIE AT 4%" O.C. SPACING #4 CROSSTIES MATCH TIE SPACING COLUMN PER PLAN BALANCE PER 2/S12.1 EXTEND HORIZ BARS INTO COLUMN W/ 180° HOOKS CORNER BARS ACCEPTABLE ALTERNATIVES TO 180° HOOKS AT CORNER CONDITION 4 COLUMN DETAIL 1'-0" 1%" CLR (6)#7V 4" CHAMFER TYP 10" WALL OR SPANDREL 12 Q J d - I • 4 4%" 4 STUDRAILS PER 13/S12.1 c. a a SCALE 3/4" = 1'-0" 4 4 STUD RAIL DETAIL 12)/ CONT WALL REINF (4)#5V AT INTERSECTION 90° OR 180° HOOK ALTERNATE DIR AT INTERSECTION (4)#5V AT CORNER 90° OR 180° HOOK (4)#5 V AT CORNER SCALE 1/2" = 1'-0" CORNER BAR PER 20/S12 CORNER BAR PER 20/S12 AT CORNER COND a TYPICAL WALL INTERSECTION DETAIL12l TYPICAL WALL INTERSECTION DETAIL J m CC C7 #4 TIE AT 4%" O.C. REINF PER C4 4" STEEL COLUMN AS CONC FORM AND FINISH BEND UPPER COL REINF INTO WALL BELOW AS NEC 18" SQ COLUMN PER PLAN C8 CONTINUE DOWN UPPER COLUMN VERT REINF INTO WALL BELOW, (6) BARS COLO V N DETAILS REINF TO START AT SLAB W/ 90° HOOK (1) BAR 1 40 10" WALL BELOW SLAB EDGE TYP WALL REINF 1 STUDRAILS PER SCHEDULE COLUMN BELOW SCALE 3/4" = 1'-0" STUDRAILS PARALLEL TO EDGE BALANCE PER DETAILS 12, 13, AND REVIEWED FOR 3CQDE COMPLIANCE ° APPROVED NOV 09 2015 • CIS{' of Tukwila Ii ION 1 BUIL CORNER COLUMN STUDRAIL SCHEDULE ' MARK STUD DIA. STUD LENGTH NO. STUDS/RAIL STUD SPACING (0) NO. RAILS EA FACE SR20.1 %" 14%" 10 64" 3 15 STUD RAIL DETAIL 12 PER PLAN TYP WALL REINF CORNER CONDITION ALTERNATE HOOK DIR SCALE 1/2" = 1'-0" TYP WAL REINF. VERT. BAR AT CENTER co VERT END BARS PER ELEVATION LOCATE HALF ON EA FACE AT 3" O.C. VERT REINF TO MATCH ABOVE OR PER ELEV W/ HALF REINF EA FACE AT 3" O.C. AT 8" END WALL 1%" CLR TO VERT BAR J D WILA 016 PERMIT CENTER d 19 TEE CONDITION WALL END REINF DETAIL 12 SCALE 3/4" = 1'-0" w v m MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION w 0 02-13-2015 04-01-2015 04-22-2015 05-22-2015 01-29-2016 03-16-2016 06-02-2016 ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC 0 z z 0 z 0 z 0 0 W 50 0 a w g� - �a Pw W wo cc 00 o ww nom. W0 Wo a0 WW �0 WZ 0 Z- 0 Rz 0 In PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS COLUMN & PIER DETAILS S12.1 EXPANSION JOINT GARAGE SLAB PER PLAN COLUMN BE TOP VAULT TO M COLUMN r ° • . 4 4 4 4. (4) SHOT PINS PER PANEL 4 2" BRG FOR DECKING (TYP) #5H AT 12" 0.C. 1 PROVIDE 10" HOOK INTO SLAB #5H AT 12" O.C. L STEM WALL AND FTG PER 1/S12.2 . . 4 • '/ ° 4 e • d VAULT SECTION 4 0.C. 4" VAULT BTM SLAB ON GRADE W/ #4 AT 24" O.C. EA WAY #41 AT 24" 0.C. (3)#5B SCALE 3/4" = 1'-0" ' 4. LOCATE OPENING IN STEM WALLS PER CIVIL DRAWINGS 6'-0" e4 Ba °• 4 ,,. 4 . ° 4.. ° 4. n 4. 4 4 4,d d d VAULT SECTION SCALE 3/4" = 1'-0" PLACE TYP REINF AROUND OUTLET PIPE BLOCKOUT EXTEND BEAM REINF T/B (2)#5T/B 3'-0" PAST OPENING (2)#5 DOWELS EA SIDE OPENING 4" VAULT BTM SLAB ON GRADE WALL AND FTG REINF/SIZE PER 1/S12.2 TOP VAULT FTG PER PLAN `4 7'— ,1 4 °4. ° as \, d 4 : j\ j\/\\j��,\\� c ////\�//\\ . / 44 ,\\ \\ \\ .4\\\.\&/\ /. (732-) VAULT SECTION #4V AT 12 0.C. W/ 180' AND 90° HOOK 8 VAULT SECTION 12 SCALE 3/4" = 1'-0" 6" SCALE 3/4" = 1'-0" 24" AT 12" 0.C. -J U #4 TRANS AT 18" O.C. #5 T/B AT 12" O.C. -J (-) v-, 16GA 3" MTL DECKING FORM USE ONLY PANEL EDGE CONN. NOT REQUIRED VAULT SECTION SCALE 3/4" = 1'- 24"0 RISER CENTER ON DECK RIDGE �(2)#5 T/B IN TROUGH EA SIDE OF RISER J U #5x6' EA SIDE OF RISER Co VAULT SECTION SCALE 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED NOVO • CI of `i ukwi2016la BUIL, DIVISION RECEIVED CITY OF TUKWVILA OCT 2 6 2016 PERMIT CENTER 0 oC. .0 0 0 MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION LC) L() 14) L0 (0 (0 (0 1�+ CDC) O CO N N C, (0 N D O N N N O N 4 414) r C�) (0 0 0 0 0 0 0 0 re ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS DETENTION VAULT DETAILS S12.2 FOND N'\<-' //a / .4 ,, a #5V AT 12" O.C. 4 BAYS 4 ° #5V AT 12' FTG aTCH 12 / FTG 1\\\< v /. „ . a • EQ SPACING 4 a ;t\ \ ° d. e° .. i //• ° . ° Q �° .o 4 °. .. " • a ° ,\ \\' \.\�;\/\/\/\i.\/A/,\/;\//i,/ / � COLUMN FOOTING '/ BEYOND . ° ••a. �T . "° ° ° ' ° d .d e..3 1 I T 0- ' ... 8"/ ,\'\ <\\ 8"/ /\�\\i/� 8"/ c_ (3)#5B\�\���\>,\\;\\\;;\\\�:\\;�\��\\<//. CONT. THRU COLUMN 8"/ 8 <� ���_, 8 c_) 2'-0" ) FTG BEYOND / / 2'-0" N., L STEM WALL AND FTG PER 1/S12.2 . . 4 • '/ ° 4 e • d VAULT SECTION 4 0.C. 4" VAULT BTM SLAB ON GRADE W/ #4 AT 24" O.C. EA WAY #41 AT 24" 0.C. (3)#5B SCALE 3/4" = 1'-0" ' 4. LOCATE OPENING IN STEM WALLS PER CIVIL DRAWINGS 6'-0" e4 Ba °• 4 ,,. 4 . ° 4.. ° 4. n 4. 4 4 4,d d d VAULT SECTION SCALE 3/4" = 1'-0" PLACE TYP REINF AROUND OUTLET PIPE BLOCKOUT EXTEND BEAM REINF T/B (2)#5T/B 3'-0" PAST OPENING (2)#5 DOWELS EA SIDE OPENING 4" VAULT BTM SLAB ON GRADE WALL AND FTG REINF/SIZE PER 1/S12.2 TOP VAULT FTG PER PLAN `4 7'— ,1 4 °4. ° as \, d 4 : j\ j\/\\j��,\\� c ////\�//\\ . / 44 ,\\ \\ \\ .4\\\.\&/\ /. (732-) VAULT SECTION #4V AT 12 0.C. W/ 180' AND 90° HOOK 8 VAULT SECTION 12 SCALE 3/4" = 1'-0" 6" SCALE 3/4" = 1'-0" 24" AT 12" 0.C. -J U #4 TRANS AT 18" O.C. #5 T/B AT 12" O.C. -J (-) v-, 16GA 3" MTL DECKING FORM USE ONLY PANEL EDGE CONN. NOT REQUIRED VAULT SECTION SCALE 3/4" = 1'- 24"0 RISER CENTER ON DECK RIDGE �(2)#5 T/B IN TROUGH EA SIDE OF RISER J U #5x6' EA SIDE OF RISER Co VAULT SECTION SCALE 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED NOVO • CI of `i ukwi2016la BUIL, DIVISION RECEIVED CITY OF TUKWVILA OCT 2 6 2016 PERMIT CENTER 0 oC. .0 0 0 MEP COORD/BID SET PLAN REVIEW COMMENTS PLAN REVIEW #2 COMMENTS BID SET/PERMIT COMMENTS DETENTION VAULT REVISION DETENTION VAULT PLAN REVIEW FOR CONSTRUCTION LC) L() 14) L0 (0 (0 (0 1�+ CDC) O CO N N C, (0 N D O N N N O N 4 414) r C�) (0 0 0 0 0 0 0 0 re ISSUE DATE: 12-19-2014 TUKWILA VILLAGE - BUILDING E OWNER APPLICANT: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, LLC PROJECT #: DRAWN BY: CHECKED BY: 1026 BV,TF JN,MJ,MS DETENTION VAULT DETAILS S12.2