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Permit D17-0055 - WOODSPRING SUITES - STORM DRAINAGE DETENTION VAULT
WOODSPRING SUITES - VAULT 15637 WEST VALLEY HWY D17-0055 Parcel No: Address: C City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0005800002 15637 WEST VALLEY HWY Project Name: WOODSPRING SUITES - VAULT Permit Number: D17-0055 Issue Date: 4/14/2017 Permit Expires On: 10/11/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NELSEN FAMILY TRUST 10510 NORTHUP WY #300 C/O VWC, KIRKLAND, WA, 98033 NICK BLAYDEN 10620 NE 9TH PL, BELLEVUE, WA, 98004 WASATCH DC BUILDERS NW LLC 10620 NE 9TH PL, BELLEVUE, WA, 98004 WASATDB846OR WEST 77 PARTNERS 10620 NE 9TH PL, BELLEVUE, WA, 98004 Phone: (425) 974-7080 Phone: (425) 974-7071 Expiration Date: 9/19/2018 DESCRIPTION OF WORK: , CONSTRUCT APPROXIMATELY 16,500 CF BELOW GRADE STORM DRAINAGE DETENTION VAULT Project Valuation: $84,200.00 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $2,418.40 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: LoAR.dt Date: )1` / 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 permit and agree(to the conditions attached to this permit. Signature: Print Name: /Vitt "P>i l Date: i f y) )7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: '***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. C 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: 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. 12: ***PUBLIC WORKS PERMIT CONDITIONS*** 13: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 14: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 15: Project shall comply with Geotechnical Engineering Study by Earth Solutions NW, LLC, dated June 19, 2015 and subsequent Geotechnical Evaluations / Studies. The Geotechnical Engineer of Record shall observe vault placement and prior to final permit sign -off shall certify in writing that the vault was installed per Geotechnical Engineer of Record recommendations. 16: Vault vents shall have frame and grate at the top which would allow the air circulation and prevent trash and debris to enter the vault. 17: Place confined space warning sign/plate (per OSHA Standards) within each access opening. 18: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 19: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 21: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 22: Clearing limits, to be installed along the wetland buffer or further landward, shall be inspected prior to the start of work. 23: A professional archaeologist shall monitor construction excavation as recommended by the Cultural Resource Consultants, Inc. in the Cultural Resources Assessment report dated December 10, 2015, and consistent with the applicant's commitment in their Jan. 8, 2016 response to comments from the state Department of Archaeology and Historic Preservation. 24: This project shall follow the inadvertent discovery procedures of the attached Inadvertent Discovery Plan for King County in the event of the discovery of archaeology and/or human remains. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 4037 SI -CAST -IN-PLACE 4046 SI-EPDXY/EXP CONC 4028 SI-REINFSTEEL-WELD 4035 SI -SOILS 5090 STORM DRAINAGE CITY OF TUKQA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pe .it No. Project No. Date Application Accepted: Date Application Expires: 0to/I For o ice 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 King Co Assessor's Tax No.: 0005800004 / 0005800002 Site Address: 15643 W. Valley Highway, Tukwila, WA 98188 Suite Number: Floor: Tenant Name: WoodSpring Suites New Tenant: ® Yes ❑..No PROPERTY OWNER Name: Nick Blayden (West77 Partners) Name: Nelson Family Trust City: Bellevue State: WA Zip: 98004 Address: 10510 Northup Way #300 Email: nick@west77partners.com City: Kirkland State: WA Zip: 98033 CONTACT PERSON — person receiving all project communication Name: Nick Blayden (West77 Partners) Address: 610620 NE 9th Place City: Bellevue State: WA Zip: 98004 Phone: (425) 974-7080 Fax: (425) 467-1073 Email: nick@west77partners.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Architect Name: James Allen Hailey Address: 6700 Antioch Plaza Suite 300 City: Merriam State: KS Zip: 66204 Address: Email: james.hailey@brrarch.com City: w vV State: VYK Zip:1 City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:Wpplications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9.11.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: BRR Architecture Architect Name: James Allen Hailey Address: 6700 Antioch Plaza Suite 300 City: Merriam State: KS Zip: 66204 Phone: (913) 262-9095 Fax: (913) 262-9044 Email: james.hailey@brrarch.com ENGINEER OF RECORD Company Name: CPH Consultants Engineer Name: Matt Hough, PE Address: 11431 Willows Road NE, Suite 120 City Redmond State: WA Zip: 98502 Phone: (425) 285-2390 Fax: (425) 285-2389 Email: matt@cphconsultants.com LENDER/BOND ISSUED (required for projects $5,000 or greater per �R��CW�199�.27.0995)) �,{/%� Name: We' I _ f t ybU({Y�'Y "` Address: I OW NE am PI City: w vV State: VYK Zip:1 I4.. Page 1 of 4 BUILDING PERMIT INFORMATIC 206-431-3670 C Valuation of Project (contractor's bid price): $ 82,200 Describe the scope of work (please provide detailed information): This project proposes to construct an approximately 16,500 cf below -grade storm drainage detention vault (56'Lx37'Wx8'H) as part of other site and building improvements for a new hotel. Existing Building Valuation: $ 0 Will there be new rack storage? ❑ Yes ®.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O Sprinklers ❑ Automatic Fire Alarm • None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I I.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 l' 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? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O Sprinklers ❑ Automatic Fire Alarm • None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 2 of 4 • PUBLIC WORKS PERMIT INFO, TION — 206-433-0179 Scope of Work (please provide detailed information): This project proposes to construct an approximately 16,500 cf below -grade storm drainage detention vault (56'Lx37'Wx8'H) as part of other site and building improvements for a new hotel. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District VI ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ® ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑...Valley View ❑ .. Renton ❑... Sewer Availability Provided 0 .. Renton 0 .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ® ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ® ...Total Cut 20,000 cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water . ❑. ❑. ❑. 123 ❑ .. 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 . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public 71 11 0 11 WO# WO # WO # Private ❑ Private ❑ ❑ .. Grease Interceptor El .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...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: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\201 I 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 BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW OR UTH • ZIOP NT: / �'�; Signatures / ZWar. Print Name: tthew J. r g , P (Agent) Day Telephone: (425) 285-2390 Mailing Ad ess: 11431 Willows Road NE, Suite 120 Redmond WA 98052 Date: 03/15/2017 H:\Applications\Forms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh City State Zip Page 4 of 4 0 BULLETIN A2 0 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME W Oo35P,4W PERMIT # VA4.3 tvv, Ii ( If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewe urface Wate Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) 50xt l5oo 50 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards $ 5 o (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3 O a The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ 50 (6) $ — (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 –100 $37.00 101– 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001– 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 – 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 R BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter – Deduct ($25) B. Flood Control Zone ($52.50 – includes Technology Fee) C. Water Meter – Permanent* D. Water Meter – Water only* E. Water Meter – Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ i (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE - Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017-12.31.2017 / ,, ' Total Fee ,,,-'- 0.75 $625 \ $6005 / $6630 1 $1125 $ c5;(11,.2,50.- $16,137.50 1.5 $2425 $394-5---,,,$32,450 2 $2825 ,$48,040 $50,865 3 $4425 Z $96,080 $100,505 4 $7825 , $150,125 `$157,950 6 $12525 /' $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter / 0.75" $300 2.5" $1,500 3 ©71'1 1/23/1-7 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY • PAID • PermitTRAK $300,844.28 D16-0113 Address: 15637 WEST VALLEY HWY Apn: 0005800002 $298,957.15 3 INCH $100,505.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $900.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $3,450.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALLIANCE B640.237.500 0.00 $96,080.00 DEVELOPMENT $51,001.29 PERMIT FEE R000.322.100.00.00 0.00 $44,545.75 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 STRUCTURAL CONSULTANT R000.345.830.01.00 0.00 $6,451.04 IMPACT FEE $47,431.52 FIRE R304.345.852.00.00 0.00 $27,537.82 PARK R104.345.851.00.00 0.00 $19,893.70 PUBLIC WORKS$97,760.80 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $125.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $125.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $97,260.80 TECHNOLOGY FEE $2,233.54 TECHNOLOGY FEE R000.322.900.04.00 0.00 $2,233.54 WATER METER $25.00 DEDUCT METER INSTALL FEE R000.322.100.00.00 0.00 $25.00 D16-0220 Address: 15637 WEST VALLEY HWY Apn: 0005800002 $352.50 PUBLIC WORKS $350.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $50.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $50.00 TECHNOLOGY FEE $2.50 TECHNOLOGY FEE R000.322.900.04.00 0.00 $2.50 D17-0055 Address: 15637 WEST VALLEY HWY Apn:,0005800002 $1,534.63 DEVELOPMENT $1,364.15 PERMIT FEE R000.322.100.00.00 0.00 I $1,359.65 Date Paid: Friday, April 14, 2017 Paid By: TUKWILA HOTEL HOLDINGS LLC Pay Method: CHECK 1056 Printed: Friday, April 14, 2017 2:59 PM 1 of 2 CSYSTEMS Cash Register Receipt City of Tukwila Receipt Number ' DESCRIPTIONS' ACCOUNT PermitTRAK QUANTITY PAID $300,844.28 D17-0055 Address: 15637 WEST VALLEY HWY Apn: 0005800002 $1,534.63 DEVELOPMENT $1,364.15 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 PUBLIC WORKS $100.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $50.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $50.00 TECHNOLOGY FEE $70.48 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R11277 0.00 $70.48 $300,844.2 8 Date Paid: Friday, April 14, 2017 Paid By: TUKWILA HOTEL HOLDINGS LLC Pay Method: CHECK 1056 Printed: Friday, April 14, 2017 2:59 PM 2 of 2 CSYSTEMS Cash Register Receipt City of Tukwila R11088 DESCRIPTIONS ACCOUNT QUANTITY PAID $883.77 $883.77 $883.77 $883.77 $883.77 PermitTRAK D17-0055 Address: 15643 W VALLEY HWY Apn: 0005800004 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11088 R000.345.830.00.00 0.00 Date Paid: Wednesday, March 15, 2017 Paid By: CPH CONSULTANTS Pay Method: CHECK 20902 Printed: Wednesday, March 15, 2017 2:46 PM 1 of 1 Ciriletifilif.SYSTEMS CitTukwila � INSPECTION RECORD Inspection Request Line: 206-438-9350 ter' / WLr PERMIT NO.: DIiOOJ 24 hours in advance notice is required to schedule, cancel, or reschedule inspections. All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available to the inspector until final inspection approval is granted. Req'd Insp Inspection Type Status Insp Date Comments V.0200 Code Foundation Wall Initials 6%71)1 7 MISCELLANEOUS INSPECTIONS 0101 Pre-construction/Pre-demolition 0103 Pre-reroof 0104 Remove Stop Work Order FOUNDATION INSPECTIONS V 0201 Footing 7't - ,P5 ,0 V.0200 0412 Foundation Wall 4 5' 6%71)1 7 ✓ 0301 Concrete slab perimeter insulation !:'4 . 0202 Footing drains — FRAMING INSPECTIONS uate weather protection for products sensitive to adverse weather. LATH OR GYPSUM BOARD INSPECTIONS 0401 Roof sheathing 0412 Underfloor framing 0413 Wall sheathing/shear . 0406 Suspended ceiling - 0409 Framing** 0606 Glazing 0410 Lowest floor elevation 0450 Fire and smoke -resistant penetrations uate weather protection for products sensitive to adverse weather. LATH OR GYPSUM BOARD INSPECTIONS ENERGY EFFICIENCY INSPECTIONS 0502 Lath and gypsum board fastening (shear walls or fire rated assemblies only) ENERGY EFFICIENCY INSPECTIONS MECHANICAL INSPECTIONS 0601 Wall insulation 0602 Floor insulation 0603 Roof/ceiling insulation 0608 Pipe insulation - 0611 Emergency Lighting 0610 Energy efficiency certificate 0613 Lighting equipment and controls MECHANICAL INSPECTIONS PLUMBING INSPECTIONS 8004 Ground work 8005 Rough -in plumbing GAS PIPING INSPECTIONS 9001 Underground 9002 Rough -in gas piping H:\TRAKiTUnspection Card - building permits (11-2013).docx hh 0701 Rough -in mechanical 0702 Smoke detector shut-off (test) 0609 Duct insulation 0703 Mechanical equipment efficiency 0704 Smoke control acceptance (test)_ 0705 Refrigeration equipment (test) 0708 Gas fireplace insert or wood stove PLUMBING INSPECTIONS 8004 Ground work 8005 Rough -in plumbing GAS PIPING INSPECTIONS 9001 Underground 9002 Rough -in gas piping H:\TRAKiTUnspection Card - building permits (11-2013).docx hh CityOf Tukwila INSPECTION RECORD Inspection Request Line: 206-438-9350 /SPECIAL INSPECTIONS — NOTIFY CITY 24 HRS PRIOR TO COMMENCING* rt 4000 SI — Concrete Construction 4004 SI — Welding 4022 SI — Masonry Construction 4023 SI — Structural Observation — Seismic Resistance 4024 SI — Structural Observation — Wind Requirements 4025 SI — Steel Construction • 4026 SI — Structural Steel 4027 SI — Cold -Formed Steel -Welding V 4028 SI — Reinforcing Steel -Welding A t "i 4029 SI — Cold -Formed Steel Trusses >60 feet f 4030 SI — Empirically Design Masonry -Risk Category IV 4031 SI — Vertical Masonry Foundation Elements 4032 SI — Wood Construction 4033 SI — High Load Diaphrams 4034 SI — Metal Plate Connected Wood Trusses >60 feet 4035 SI — Soils O/ 4 4036 SI — Driven Deep Foundations V 4037 SI — Cast in Place Deep Foundations OS, lisr c' 22-11 — 4038 SI — Helical Pile Foundations 4039 SI — Seismic Resistance 4040 SI — Test and Qualification for Seismic Resistance 4041 SI — Sprayed Fire -Resistant Materials 4042 SI — Mastic and Intumescent Fire Retardant Coatings 4043 SI — E.I.F.S. 4044 Si — Fire -Resistant Penetrations and Joints 4045 SI — Smoke Control v 4046 SI — Epoxy/Expansion Concrete Anchor Bolts � - e/ ab shall be required upon completion of Special Inspections noted above. H:\TRAKiT\Inspection Card - building permits (11-2013).docx hh Cit Of Tukwila INSPECTION RECORD Inspection Request Line: 206-438-9350 PUBLIC WORKS INSPECTIONS FIRE INSPECTIONS 5000 Curb cut, access, sidewalk /1//4- 5010 Channelization, striping V 5020 Fire loop hydrant Ok-. to FL -01,,t 5030 Flood Zone Control t {� i 5040 Land altering 5050 Hauling, moving oversized load 5060 Landscape irrigation - LV 5070 Sanitary side sewer 8([ _ $ /215/•(7 5080 Sewer main extension ✓ 5090 Storm drainage Ds I I7\tt7 5100 Street use - 5110 Water main extension 5120 Water meter— exempt 5130 Water meter — permanent 5140 Water meter — temporary ✓ 5160 Public Works pre -inspection ac 1 5170 Backflow — irrigation 5180 Backflow — fire 5190 Backflow — water V. 5200 Erosion measures — install OS T f1 L7-5210 Erosion measures — final stabilization OS j( f1 - 5220 Grease interceptor 5230 Paving, pavement restoration 5240 Traffic signal 5250 Illumination - FIRE INSPECTIONS PLANNING INSPECTIONS 6000 Sprinklers /1//4- 6005 Sprinkler Cover V 6010 Fire Alarm Ok-. to FL -01,,t 6020 Hood and Duct t {� i 6030 Halon 6040 Monitor 6050 Smoke Dampers PLANNING INSPECTIONS FINAL INSPECTIONS V 1220 Exterior finishes (material and colors) required after framing but before starting any exterior work /1//4- 1230 Soils inspection (required before plantings) V 1600 a nn d s c a in Ok-. to FL -01,,t _112i0�0 y ---LL Mechanical Final t {� i FINAL INSPECTIONS V 1400 Fire Final /1//4- 1500 Planning Final V 1600 Public Works Final Ok-. to FL -01,,t 1800 Mechanical Final t {� i 1900 Plumbing Final 2000 Gas Piping Final 2100 Electrical Final LV 1700 Building Final' 8([ _ $ /215/•(7 *ALL REQUIRED FINAL INSPECTIONS MUST BE APPROVED PRIOR TO SCHEDULING A FINAL INSPECTION (1700) BY BUILDING DIVISION. H:\TRAKiT\Inspection Card - building permits (I l-2013).docx hh INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 N7_00 53— PERMIT )7_0053— PERMIT NO. Project: 44©D. jiiNGsSGYTXS' Type of Inspection: / eA/D,jtA/`//U -G Address:Date /5b37 I, Y lei Called: Special Instructions: ! � �r Date Wanted: 5'--,70-- /7 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. ECorrections required prior to approval. COMMENTS: i lsT geet,GRCr, L/;T' S Whit-' A 'iN fll/ Inspector: Date: 5196 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 b.17 -006 -5 - fr INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: lete4 s 'A/,YG-X Type of Inspection: 5,/, - ,cI_/C J 74.44-404-7)44743,/x/ of 01Aticr Address: /5-677 ///tsr t/, / Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: k 74.44-404-7)44743,/x/ of 01Aticr .S', /, — LC L EZ,cj 111601 0 MINT; eita77 s1 - £ Inspector: Date: 5.2A -r7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. -r1.7•35' Geotechnical Engineering Geology Environmental Scientists Construction Monitoring (." 01: „T•x4i 41. .0:241,1 fj _ p zE,VIEVVED FOR 4 ICOLfi f..7.0MPLIANCE APPROVED APR 1 2 2C11 MAR 17 2017 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA 15 2017 PERMIT CENTER 1 Pal k •.• • ..,1• • jr. , • „ • • -- 1;- • • - • ; - 1••••4 . . ' • - "' • • ..- • -• It ..Q"••• ." 4 • *.•."1:fri4 — 7,1.. -r1"..--,^-11 • r •_ .-v• • . • *•-•,,, • , - el; - &•7 fief' - • it" J-4,7• - • , • •' . • • 46. e ty,.+44. _1 - .., ••• • 1 - t• 4 • '1 dr "-12 • • - . )..„.9,02.„,,,yz---is.„. A le • • tre 1.1 GEOTECHNICAL ENGINEERING STUDY PROPOSED WOODSPRING SUITES TUKWILA WEST VALLEY HIGHWAY TUKWILA, WASHINGTON ES -3721.01 4A, 4.- ••• ' Nt, •••,. •-• •••• • fre 1805 - 13 t.11 Suit04 Bellevue, WA 9aooS r ,04‘ _ 4425) 419-4704- Fax (45)44-4711 ;wv&Coatilisqlotiodsnw.cona' - -• ; I - - • - • k••."' • PREPARED FOR WEST77 VP, LLC June 19, 2015 Raymond A. Coglas, P.E. Principal GEOTECHNICAL ENGINEERING STUDY PROPOSED WOODSPRING SUITES TUKWILA WEST VALLEY HIGHWAY TUKWILA, WASHINGTON ES -3721.01 Earth Solutions NW, LLC 1805 —136th Place Northeast, Suite 201 Bellevue, Washington 9800.5 Ph: 425-449-4704 FAX: 42549 Toll Free: 866-336-8719 Important Information Ahura Your Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The. following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly— from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geolechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, butpreface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of infuniialian they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations' many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in -this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE The lest People so terth 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER06045.OM June 19, 2015 ES -3721.01 West77 VP, LLC 10620 Northeast 9th Place Bellevue, Washington 98004 Attention: Ms. Kerri Findlay Dear Ms. Findlay; Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed Woodspring Suites Tukwila, West Valley Highway, Tukwila, Washington." Subsurface conditions throughout the proposed development area of the site are comprised primarily of very loose to medium dense poorly -graded sand and silt alluvial deposits. The planned hotel development will include a multi -story structure, utility improvements and asphalt paved parking and drive lanes. In our opinion, provided the recommendations in this study are incorporated into the final design, the proposed development is feasible from a geotechnical standpoint. The proposed building structure can be supported on conventional foundations bearing on reworked and compacted existing soils or new structural fill after the successful completion of a surcharge program. Recommendations for earthwork, site preparation, foundations, pavement sections, and other pertinent geotechnical recommendations are provided in this study. The opportunity to be of service to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please call. 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 Table of Contents ES -3721.01 PAGE INTRODUCTION General .......... ..................... .:: .. 1 Project Description ........... ..............:.........-....... 2 SITE CONDITIONS ..•.. 2 Surface 2 Subsurface ...... ............................... 2 Geologic Setting ....... ............................................. 3 Groundwater ........................... ..................... 3 Geologically Hazardous Areas... , ..: 3 Seismic Hazard Area.... ........ 3 DISCUSSION AND RECOMMENDATIONS .........::............................ 4 General..... .... . .. ............"... ... . .. ... . .. . . 4 Site Preparation and Earthwork......... ., 4 Grading 4 Structural Fill 5 Erosion Control ............................. 5 ............ Surcharge Program 5 Foundations Slab -on -Grade Floors Conventional (Concrete) Retaining Walls and Detention Vaults. 7 Building and Site Retaining Walls__ .. .. . 7 Detention Vault Walls 8 Excavations and Slopes ... 8 Seismic Considerations ..... 8 Drainage 9 On -Site Infiltration... 9 Utility Trench Backfill ... ...... ..... ... .. . .. ..... 9 .... . ... .... .. Pavement Sections 9 LIMITATIONS 10 Additional Services; ........ ............ 10 Earth Solutions NW, LLC GRAPHICS Plate 1 Plate 2 Plate 3 Plate 4 APPENDICES Table of Contents Cont'd ES -3721.01 Vicinity Map Boring Location Plan Retaining Wall Drainage Detail Footing Drain Detail Appendix A Subsurface Exploration Boring Logs Appendix B Laboratory Test Results Grain Size Distribution Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY PROPOSED WOODSPRING SUITES TUKWILA WEST VALLEY HIGHWAY TUKWILA, WASHINGTON ES -3721.01 INTRODUCTION General This geotechnical engineering study was prepared for the proposed hotel development to be constructed along the west side of West Valley Highway in Tukwila, Washington. The purpose of this study was to provide geotechnical recommendations for the proposed development. Our scope of services for completing this geotechnical engineering study included the following: • Characterization of the soil and groundwater conditions throughout the development areas of the site based on conditions encountered at boring locations; • Review of current plans with respect to the planned site layout and grading activities; • Preparation of this geotechnical engineering study with recommendations for building foundations, earthwork, subgrade preparation, retaining wall design parameters, pavements, and other pertinent geotechnical recommendations. The following documents were reviewed as part of the preparation of this geotechnical engineering study: • Preliminary Site Plan, prepared by BRR architecture, dated May 17, 2015. • Tukwila Zoning Code - Chapter 18.45, (Environmentally Sensitive Areas). • National Resource Conservation Service, USDA Soil Survey (King County, Washington). • The Geologic Map of the Renton Quadrangle, Washington. Proiect Description. We understand construction of a hotel building and related infrastructure improvements is planned for the subject property. Access to the development will be established off the west side of West Valley Highway. Based on the current topography, grading activities will likely be limited to cuts and fills on the order of four feet or less to achieve finish grades throughout the building and roadway areas. Building construction will consist of relatively light weight wood framing and a slab -on -grade floor. Deeper excavations may be required for the stormwater management facilities; however final grading plans have not been completed yet. Underground utility installations, pavement areas, and landscaping will be established around the building sites. West77 VP, LLC June 19, 2015 ES -3721.01 Page 2 Final building loads were not available at the time of our report. However, we anticipate perimeter wall loads will be on the order of 4 to 5 kips per lineal foot, column loads may be on the order of 80 to 120 kips and slab loading on the order of 150 psf. It is our understanding that post -tensioned slabs incorporating heavy column loading are not planned for the proposed structure. Stormwater will likely be collected and conveyed to a detention/water quality vault to be located under the parking area; however, final layout and grading plans were not available at the time of this report. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to confirm that our geotechnical recommendations have been incorporated into the final design. SITE CONDITIONS Surface The subject property is comprised of a property located along the west side of West Valley Highway in Tukwila, Washington. The property consists of two adjoining tax parcels (King County Parcel Nos. 00058000-02 and -04). The approximate location of the subject property is depicted on the Vicinity Map (Plate 1). The northeast corner of the property is occupied by a residence and associated improvements that will remain as part of the development plans. Vegetation throughout the site is comprised primarily of general landscaping and field grass. Topography across the site is relatively level with little discernible elevation change. Subsurface An ESNW representative was onsite May 27, 2015 to observe, log, and sample soils at four boring locations throughout the accessible areas of the site. The borings were advanced to a maximum exploration depth of 51.5 feet below existing grades. Soil samples collected at the boring locations were analyzed in the laboratory for the purposes of characterizing and classifying the site soils. Please refer to the boring logs provided in Appendix A and laboratory sieve analysis in Appendix B for a more detailed description of the subsurface conditions. The approximate boring locations are illustrated on the Boring Location Plan (Plate 2). Topsoil was encountered at the boring locations in the upper four to eight inches. If topsoil/duff is exposed during grading activities it would be considered unsuitable for foundation support, or for use as structural fill. However, the topsoil is suitable for use in landscaping areas, if desired. The native soils encountered in each of the borings consisted primarily of a sequence of poorly - graded sand with silt (Unified Soil Classification SP -SM), silty sand (SM) and silt (ML) alluvial deposits. Consistently clean sand (SP) deposits were encountered at about 18 to 20 feet below existing grade and extended to the maximum termination depth of 51.5 feet. Native soils were encountered primarily in a very loose to loose condition and were moist at the time of our exploration. Medium dense conditions were generally encountered below about 30 to 40 feet. Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 Geologic Setting ES -3721.01 Page 3 The referenced geologic map resource identifies Alluvium (Qaw) deposits throughout the site and the immediate surrounding areas. The soil survey (National Resource Conservation Service — USDA) identifies the site to be underlain by Urban land (Map unit Ur) associated with past regional grading projects. Based on the conditions observed at the boring locations, site soil conditions correlate with the geologic map and soil survey characterizations. Groundwater Groundwater was observed at a depth of about 19 feet below existing grade at the boring locations during our fieldwork (May 27, 2015). The groundwater likely represents the seasonal high given the time of year explorations were completed. It should be noted that groundwater elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater levels are generally higher during the wetter, winter months. With respect to the proposed development activities, minor groundwater conditions should be expected in deeper underground utility and vault excavations. We understand underground building levels are not planned as part of the proposed construction. In this respect, extensive measures for controlling groundwater and temporary dewatering are not anticipated for the planned building construction. However, temporary dewatering of deeper underground utility excavations should be expected throughout some areas of the site where heavy groundwater is exposed. Geologically Hazardous Areas As part of this study, the site and proposed development areas were evaluated for the presence of geologically hazardous areas. As part of our evaluation, Chapter 18.45 of the Tukwila Zoning Code was reviewed. Seismic Hazard Areas The liquefaction susceptibility for the subject site in the current configuration is moderate to high. Liquefaction is a phenomenon where saturated or loose soils suddenly lose internal strength in response to increased pore water pressures resulting from an earthquake or other intense ground shaking. During preparation of the geotechnical report, we used the Liquefy5 computer program to assess the overall susceptibility of the site to liquefaction and associated settlement resulting from the maximum credible earthquake event for this area. We determined the peak ground acceleration (PGA) using the USGS online calculation program that provides current information for a particular address location. Using this resource, a design PGA of 0.54g was used. The computer model predicted significant settlement resulting from liquefaction occurring after the site is subjected to the design PGA. We used this assessment to aid in developing foundation support recommendations that would adequately mitigate differential settlement and maintain adequate levels of life -safety subsequent to a design earthquake event. We would expect total settlements in the range of two to four inches and differential settlements of between one to three inches may result from strong seismic induced liquefaction. Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 ES -3721.01 Page 4 Providing a uniform subgrade and completing a surcharge program as recommended in this report will help maintain soil bearing capacity and help reduce the potential for differential settlement that might result from a strong seismic event. We do not anticipate life -safety will be compromised resulting from liquefaction induced settlements; however, some damage should be expected. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, construction of the proposed hotel development is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include building pad and foundation soil preparation, pavement and foundation subgrade preparation, and underground utility and vault installations. In our opinion, the proposed hotel structure can be supported on conventional foundations bearing on reworked and compacted existing soils or new structural fill after the successful completion of a surcharge program. Suitable onsite soils can generally be considered for use as structural fill provided the soil moisture content is at or near its optimum level at the time of placement and compaction. Recommendations for site preparation, structural fill placement, retaining wall design, foundations, and other pertinent geotechnical recommendations are provided in the following sections of this study. This geotechnical engineering study has been prepared for the exclusive use of West77 VP, LLC and their representatives. The study has been prepared specifically for the subject project. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Site Preparation and Earthwork The primary geotechnical considerations with respect to site preparation activities are related to structural fill placement and pavement and foundation subgrade preparation. Grading Grading activities and preparation of building and pavement subgrade areas will require minimal cuts and fills. Prior to the grading activities, stripping of surface vegetation and asphalt will be necessary. In general, stripping depths are expected to range from roughly four to eight inches, but may be more extensive at some locations. Areas of organic rich topsoil and existing fill debris may also be encountered and require removal. During the site stripping activities, the geotechnical engineer should observe subgrade areas where fill placement is proposed. Loose or unstable areas of subgrade exposed during the site stripping activities may require overexcavation. Where deeper overexcavation associated with unsuitable material is performed, use of a geotextile placed along the overexcavated surface may be recommended prior to restoring these areas with structural fill. Structural fill material should consist of a suitable granular soil compacted to structural fill specifications as described in the following section of the study. Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 Structural Fill ES -3721.01 Page 5 Structural fill placed and compacted during the site grading activities should meet the following specifications and guidelines: • Structural Fill Material Granular Soils* • Moisture Content 0 - 4 Percentage Points Over Optimum** • Relative Compaction Min. 90 Percent (Modified Proctor) • Lift Thickness 12 Inch Max. Loose Lifts * Geotechnical Engineer To Confirm Suitability Of Structural Fill Materials. Onsite existing alluvial soils can be considered for use as structural fill, but may require moisture conditioning prior to use. ** Soils Shall Not Be Placed Dry Of Optimum - Geotechnical Engineer To Evaluate With respect to underground utility installations and backfill, local jurisdictions may dictate the soil type and compaction requirements for the backfill. Erosion Control During construction, surface water runoff must be controlled around the site perimeter and topographically lower margins of the site. In general, erosion control measures for the site should incorporate silt fencing, drainage swales, temporary ponds, and plastic sheeting to cover stockpiles, as necessary. Additionally, exposed earth surfaces should be protected during construction to help reduce the potential for erosion and sediment transport. Construction entrances should consist of quarry spalls underlain by a non -woven filter fabric. Quarry spall thickness will depend on subgrade stability at the entrance, but should typically be at least 12 inches. The temporary erosion control elements specified on the approved plans and applicable state and county stormwater permits should be implemented, as necessary, prior to grading activities. Surcharge Recommendations The site is underlain by a thick sequence of very loose to loose alluvial sand and silt deposits. Groundwater was encountered at a depth of about 19 feet below existing grade (May 2015). The finish floor elevation will likely be within about one foot of existing grade. To mitigate post - construction settlement potential a surcharge program should be implemented for the proposed building structure. The following guidelines for a surcharge program should be incorporated into the design: • Surcharge Fill Height Two feet above finish floor elevation • Surcharge Duration Estimated three to five weeks • Surcharge Settlement Estimated three to five inches Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 ES -3721.01 Page 6 The surcharge fill should extend beyond the limits of the building footprint a minimum of five feet. Settlement markers should be installed where surcharge fill is placed to monitor the induced settlements. The settlement markers should be placed prior to beginning the fill placement, and monitored daily during the fill placement. Following completion of the surcharge fill placement, readings should be acquired weekly until it is determined by the geotechnical engineer that the surcharge program has been successfully completed. The geotechnical engineer should review the settlement data and provide supplemental recommendations for the surcharge program. ESNW should be retained to implement and perform the surcharge program. To improve the accuracy of the settlement readings, the integrity of the markers should be maintained. Damaged markers require replacement, which increases the costs for this phase of the project, and can compromise the settlement data. Foundations The explorations conducted on the site indicate the presence of loose poorly -graded sand and silt under the majority of the development envelope. In this respect, provided a uniform support condition is developed under the new structure, the proposed hotel building foundations can be supported on conventional spread and continuous footings bearing on at least two feet of uniformly compacted existing native soils or new structural fill after the successful completion of a surcharge program. Where loose or unsuitable soils are exposed at subgrade elevations, the soil should be compacted to structural fill specifications or overexcavated further as recommended by the geotechnical engineer and replaced with a suitable granular structural fill material. Assuming the foundations are supported as described in this report, the following parameters should be used for foundation design: • Allowable Bearing Capacity 2,500 psf • Coefficient of Base Friction 0.40 • Passive Resistance 350 pcf (equivalent fluid)* * Assumes foundations backfilled with structural fill or poured neat against competent soils. For short term wind and seismic loading, a one-third increase in the allowable soil bearing capacity can be assumed. A factor -of -safety of 1.5 has been applied to the friction and passive resistance values. With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch or less over a typical building width. The majority of the settlements should occur during construction, as dead loads are applied. Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 ES -3721.01 Page 7 Slab -On -Grade Floors Slab -on -grade floors for the proposed building structure should be supported on a uniformly compacted subgrade extending to a depth of at least 18 inches. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free draining crushed rock or gravel should be placed below the slab. The free draining material should have a fines content of 5 percent or less (percent passing the #200 sieve, based on the minus three-quarter inch fraction). A vapor retarder should be installed below the slabs. The vapor retarder should consist of a material specifically designed for that use and be installed in accordance with the manufacturer's specifications. Conventional (Concrete) Retaining Walls and Detention Vaults Conventional concrete retaining walls for the project will likely consist of building foundation walls and exterior site retaining walls. Concrete retaining walls will also be designed as part of the detention vault construction if utilized for this project. ESNW should review the site grading plans to confirm appropriate geotechnical recommendations are included in the design. Building and Site Retaining Walls Retaining walls should be designed to resist earth pressures and any applicable surcharge loads. The following values should be used for concrete retaining and foundation wall design: • Active Earth Pressure (Yielding Wall) 35 pcf (equivalent fluid / granular fill) • At -Rest Earth Pressure (Restrained Wall) 50 pcf • Traffic Surcharge (Passenger Vehicles) 70 psf (rectangular distribution) • Passive Resistance 350 pcf (equivalent fluid) • Allowable Soil Bearing Capacity 2,500 psf • Coefficient of Friction 0.40 • Lateral Seismic Surcharge 6H (where H equals wall height in feet) Additional surcharge loading from foundations, sloped backfill, or other loading should be included in the retaining wall design, where applicable. Dralnag should-be_provtded_behind' rretaining_walls_such_thatlhydrostatic_pressures do-not_develop._Jf drainageis-not-provide-d7) Chydrostatic_pressures.should_be_:.included_in-the_wall design:=The geotechnical engineer should review retaining wall designs to confirm that appropriate earth pressure values have been incorporated into the design and to provide additional recommendations. Concrete retaining and foundations walls should be backfilled with free draining material that extends along the height of the wall, and a distance of at least 18 inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable (surface seal) soil, if desired. CA_perforated drain -pipe -should -be -placed -along -the -base -of -the wall,_and connected oat n (appropriate -discharge -location: A typical retaining wall drainage detail is provided as Plate 3 of this study. Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 (Detention Vault Walls ES -3721.01 Page 8 Based on review of the conceptual site plan, stormwater management plans may include a detention vault to be located under new parking areas. On this basis, competent soils suitable for support of the vault foundations are anticipated to be exposed at the vault subgrade elevations. For design, the following geotechnical parameters should be used: • Allowable Soil Bearing Capacity 2,500 psf • Active Earth Pressure (Yielding Wall) 35 pcf • At -Rest Earth Pressure (Restrained Wall) 50 pcf • Soil Unit Weight 125 pcf • Active Earth Pressure Coefficient (Ka) 0.33 • At -Rest Earth Pressure Coefficient (Ko) 0.50 • Traffic Surcharge (passenger vehicles) 70 psf (rectangular distribution) The lateral seismic surcharge value provided earlier in this report can be used for detention vault designs, if applicable. The geotechnical engineer should observe the vault excavation to confirm soil and groundwater conditions. A perimeter drain system should be installed around j the vault perimeter to reduce possible hydrostatic pressures around the structures. If adequate perimeter drains are not practical, the walls should be designed to include hydrostatic pressures. It should also be noted that the regional groundwater table at -depth could impact deeper vault installations. Possible impacts should be further evaluated during design. Excavations and Slopes The Federal and state Occupation Safety and Health Administration (OSHA/WISHA) classifies soils in terms of minimum safe slope inclinations. Based on the soil conditions observed at the boring locations, the existing fill soil would generally be classified by OSHA/WISHA as Type C. Temporary slopes over four feet in height in Type C soils should be sloped no steeper than 1.5H:1V (horizontal:vertical). The geotechnical engineer should observe the excavations to confirm the appropriate allowable temporary slope inclination and soil type. If the above slope gradients cannot be achieved, temporary shoring may be required. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with an appropriate species of vegetation to enhance stability and to minimize erosion. Seismic Considerations The 2012 IBC recognizes ASCE for seismic site class definitions. In accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class E, should be used for design. Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 ES -3721.01 Page 9 In our opinion, the site has a moderate susceptibility to liquefaction with an estimated range of liquefaction induced settlement between two to four inches. The soil relative density and the depth to groundwater table is the primary basis for this opinion regarding low liquefaction susceptibility. Providing a uniform subgrade and completing a surcharge program as recommended in this report will help maintain foundation bearing and reduce the potential for differential settlement that might result from a strong seismic event. Drainage Perimeter foundation drains should be installed around the outside of the proposed building structure. Plate 3 depicts a typical drain pipe detail for sections of the building where foundation walls will be constructed. Plate 4 depicts a typical drain detail for a conventional shallow footing condition. Final grades should slope away from the building perimeters such that ponding does not develop adjacent to the building. On -Site Infiltration Based on the textural analysis, and soil conditions observed in the upper approximately ten feet at the boring locations, infiltration is not practical on this site. In general, silty fine sand and silt soils were predominate at the boring locations with a fines content of about 24 to 64 percent. Utility Trench Backfill In our opinion, the soils observed at the test sites are generally suitable for support of utilities but may require recompaction in-place or overexcavation at some locations. Loose, unstable, or organic soil conditions encountered in the trench excavations should not be used for supporting utilities. In general, suitable onsite fill should be suitable for use as structural backfill in the utility trench excavations, provided they are at or near the optimum moisture content at the time of placement and compaction. Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable specifications of the city or county jurisdictions. As previously noted, groundwater conditions should be expected in underground utility excavations. Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications detailed in the Site Preparation and Earthwork section of this report. In addition, the upper one foot of pavement subgrade should be compacted to a relative compaction of at least 95 percent. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas containing unsuitable or yielding subgrade conditions may require remedial measures such as overexcavation and thicker crushed rock or structural fill sections prior to pavement. Earth Solutions NW, LLC West77 VP, LLC June 19, 2015 ES -3721.01 Page 10 For relatively lightly loaded pavements subjected to automobiles and occasional truck traffic, the following sections can be considered: • Two inches of asphalt concrete (AC) placed over four inches of crushed rock base (CRB), or; • Two inches of AC placed over three inches of asphalt treated base (ATB). Heavier traffic areas (such as access drives) generally require thicker pavement sections depending on site usage, pavement life expectancy, and site traffic. For preliminary design purposes, the following pavement sections for heavy traffic areas can be considered: • Three inches of asphalt concrete (AC) placed over six inches of crushed rock base (CRB), or; • Three inches of AC placed over four and one-half inches of asphalt treated base (ATB). The AC, ATB and CRB materials should conform to WSDOT specifications. ESNW can provide pavement section design recommendations for truck traffic areas and right- of-way improvements, upon request. Additionally, Tukwila pavement standards may supersede the recommendations provided in this report. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the boring locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW, LLC 43t:PiSATt AMC 1 �. 14. S 241 iy • r • ,,:--1 f art nqr PASW i .r .. rs11��11. S IStfII• 71 2.2 - _S IUSII sT i 7k s_^.tl_ 1!iST k' I w tMi^'�flL011 AU1WW ..TAL uutfinly SP•rtiffixtbit k4is of i _ : r" 3r'`: tarsal < S To ik` it .MRK. ; �, 1 ItEk:" S( �f TiSi Fit cX WO:,Trn s,IC' 2 ii * t4HAVIIJtal gut mi l AtITTIA rttr.Lrrs9 ,r1711�'R'.t„ avoe — _��,rwY St°4r+ct 26 �ti.0 Pi.RR'I rIvEx 2 *r4' ,SISV�t.gelL NizIji LG inn, 1 tr,ie. 2 Reference Tukwila, Washington Map 655 By The Thomas Guide Rand McNally 32nd Edition NORTH NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth Solutions NW rLc Geotechnical Solutions NWt_�c Engineering, Go struction Monitoring 10 Environmental Sciences Vicinity Map Woodspring Suites Tukwila, Washington Drwn. MRS Date 06/12/2015 Proj. No. 3721.01 Checked SSR Date June 2015 Plate 1 NORTH NOT - TO - SCALE NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. LEGEND B-11 Approximate Location of —.— ESNW Boring, Proj. No. I ES -3721.01, June 2015 Subject Site Proposed. Building SEui ons NWLLC NA - Ea 1 h Solutions 1 Geotechnical Engin ering,Construction.Monitoring Environmental Sciences Boring Location Plan Woodspring Suites Tukwila, Washington Drwn. MRS Date 06/12/2015 Proj. No. 3721.01 Checked SSR Date June 2015 Plate 2 Sheet Drain (See Note) Floor Slab (Where Applicable) I I I NOTES: V 18" Min. 0 O00 000 0 000000000 0 o 00O 000 000000°0 IT 000 DDo 0000066 0 0 0000 O0 00 g 00000 0 00 0 0 0 D0 O 0 0 0 0 0 0 0 0 0 O 0 0 00...00 q„ 0 p0 00 000 0 0 0 0 � 0°00 00 00 00 D0 O 0 0 0 0 O 000000° 0o0O00 0 0 0 0 00 OII°• °° 0000 °00°0 00 00 0 • O�000�00i>000 0DOG 0 O0 ,00 00000 00°#rte 00 00 '°0 • Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. • Sheet Drain may be feasible in lieu of Free Draining Backfill, per ESNW recommendations. • Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1" Drain Rock. 0 000 0 o 00 0 0 0 0 ti?ti?tirti?ti LEGEND: Free Draining Structural Backfill 1 inch Drain Rock • 0 Structural Fill Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING :Si NW u_c Geos ' n car,Engineering, Construction Monitoring fid Environmental Sciences RETAINING WALL DRAINAGE DETAIL Woodspring Suites Tukwila, Washington Drwn. MRS Date 06/12/2015 Proj. No. 3721.01 Checked SSR Date June 2015 Plate 3 2" (Min.) Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of 12" of less permeable, suitable soil. Slope away from building. L�ti�ti?tif{� r•1'•r•r•r L•ti•ti•ti•ti• tirti�tirti�ti� LEGEND: Surface Seal; native soil or other low permeability material. 1" Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Solutions NW LLC Each Solutions NWac ch€I Engineering: Construction Monitoring i�. Environmental Sciences FOOTING DRAIN DETAIL Woodspring Suites Tukwila, Washington Drwn. MRS Date 06/12/2015 Proj. No. 3721.01 Checked SSR Date June 2015 Plate 4 Appendix A Subsurface Exploration ES -3721.01 The subsurface exploration at the site was conducted by Earth Solutions NW, LLC for the purpose of evaluating and characterizing the onsite soils. The approximate locations of the borings are illustrated on Plate 2 of this report. The boring logs are provided in this Appendix. The subsurface exploration was completed on May 29, 2015. The borings were advanced to a maximum depth of 51.5 feet below existing grade. Logs of the boring observations by ESNW are presented in this Appendix. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW, LLC Earth Solutions NW LLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) , i. ' � (r Il • b, � i e� GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES a8/'��(�' °0�'o( .)o, O\.Q 30 Q :Q 0 0 is G P POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES)'�'' i7,0' 1° -0 .. 30 IS lib �- o 411 Cy L)� GM SILT:YGRAVELS, GRAVEL - SAND - SILT MIXTURES t °��`i A ,ls, sir, P.r/S 3- ; I�j O �y s GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) Sw WEL L -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SP POORLY GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SILTY SANDS, SAND - SILT MIXTURES 3,;t : ; SC SC CLAYEY SANDS. SAND - CLAY MIXTURES FINELIQUID GRAINED SOILS MORE THAN 50% OF MATERIAL ISJ- SMALLER THAN NO. 200 SIEVE SIZE SILTS LIMIT ASND LESS THAN 50 CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS :"-- _ - �i OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS GRLIQUID LIMIT CLAYDS GREATER THAN 50 MH { INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CH INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS V s‘,, 4,, %,4 , ��, 4 /, 4,,, st j. PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. m a a z Cli a -$ a CZ, ar C. Earth solutions NW BORING NUMBER B-1 a Earth 1805 -136th Place N.E., Suite 201 PAGE 1 OF 3 Solution Bellevue, Washington 98005 NNW, Telephone: 425-449-4704 Fax: 425-449-4711 CLIENT West 77 VP,.LLC PROJECT NAME Woodspring Suites PROJECT NUMBER 3721.01 PROJECT LOCATION Tukwila, Washinatgn DATE STARTED 5/27/15 COMPLETED .5/27/15 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Geologic Drill GROUND WATER LEVELS: DRILLING METHOD HSA V AT TIME OF DRILLING 19,0 tt LOGGED BY DAM CHECKED BY SSR AT END OF DRILLING —. NOTES Field Grass AFTER DRILLING — DEPTH qo (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS ui C/5. GRAPHIC LOG MATERIAL DESCRIPTION _ - - SM Brown silty fine SAND, very loose, moist 2.0 ML Gray sandy SILT very loose, moist -scattered rootlets 5.5 f SS 100 2-1-1 (2) MC = 15.90% Fines = 64.70% 5 , _ SS 100 2(2;1 MC = 16.00% SP- SM ` ' Grades to brown poorly graded fine SAND with silt, very loose, moist 8.0 SS 100 2(3)1 MC = 12.30% SM'', 1 : Grades to brown silty fine SAND, very loose, moist -becomes loose 18.0 10 - 15 SS 100 2-2-4 (6) MC = 15.20% Fines = 23.80% 20 SS 100 3{9)5 MC = 5.00% SP \20.0 Grades to dark gray poorly graded SAND, loose, wet V. (Continued Next Page) SOlOti0o CLIENT PROJECT v Earth Solutions NW Ca rth °' 1805 -136th Place N.E., Suite 201 Bellevue, Washington 98005 Mt iii:. Telephone: 425-449-4704 Fax: 425-449.4711 West 77 VP, LLC BORING NUMBER B-1 PAGE 2 OF 3 PROJECT NAME Woodspring Suites NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington N, DEPTH o (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS U:S:C.S: U S 1 O C MATERIAL DESCRIPTION 25 )K SS 100 2(,2 MC = 22.60% SP 40.0 Dark gray poorly graded SAND, loose, wet -becomes medium dense _ 30 SS 100 3(;' MC = 26.90% 35 SS 100 4(9, MC = 26.50% 40 SS 100 4(-13$ MC = 33.20% _ SS 100 X15) MC = 28.30% SP I 1 Dark gray poorly graded SAND, medium dense, wet (Continued Next Page) .. `+OlutiOtt CLIENT PROJECT Earth Solutions NW BORING NUMBER B-1 Earth 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 PAGE 3 OF 3 NiWl l&, Telephone: 425-449-4704 Fax: 425-449-4711 West 77 VP, LLC PROJECT NAME Woodspring Suites NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington DEPTH (f}) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS co. vii GRAPHIC LOG MATERIAL DESCRIPTION - 45 SP Dark gray poorly graded SAND, medium dense, wet (continued) 59.5 _ 50 SS 100 8-10-10 t 20) MC = 27.20% -SS 100 5-66) . MC = 30.70% Boring terminated at 51.5 feet below existing grade. Groundwater table encountered at 19.0 feet during drilling. Boring backfilled with bentonite chips. Bottom of hole at 51.5 feet. in '5 Earth solutions NW BORING NUMBER B-2 Firth 1805 -136th Place N.E., Suite 201 PAGE 1 OF 3 tSOIUtiotJ Bellevue, Washington 98005 hfil'wr Telephone: 425-449-4704 Fax: 425-4494711 CLIENT West 77 VP, LLC PROJECT NAME Woodspring: Suites PROJECT NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington DATE STARTED 5/27/15 COMPLETED 5/27/15 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Geologic Drill GROUND WATER LEVELS: DRILLING METHOD HSA ¶ AT TIME OF DRILLING 19.0 ft LOGGED BY DAM CHECKED BY SSR AT END OF DRILLING — NOTES Field Grass AFTER DRILLING — o DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS ui ui GRAPHIC LOG MATERIAL DESCRIPTION SM ° _' Brown silty fine SAND, very loose, moist -scattered rootlets 3.0 SS 100 2(x)1 MC = 13.20% SM Grades to brown silty fine SAND, very loose, moist 11.0 SS 100 1-1-2 �3) MC = 11.70% Fines = 29.70% SS 100 2�4�2 MC = 1720% 7Q SS - H 100 2-2)2 MC = 12.70% SP Brown poorly graded fine SAND, very loose, moist 17.5 75 SS 100 3-3-6 MC = 27.10% 20 -- SP Grades to dark gray poorly graded SAND, loose, wet 20.0 (Continued Next Page) 0 0 4,, 'SOI CLIENT PROJECT Earth solutions NW BORING NUMBER B-2 Ca rth 1805 -136th Place N.E. Suite 201 PAGE 2 OF 3 lit ioii `; Bellevue, Washington 98005 T WusLTelephone: 425-449-4704 Fax: 425-449-4711 West 77 VP, LLC PROJECT NAME Woodspring, Suites NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington a I Nw a P-- g w, ov 0-n 0 2 w CE 20 2jI-D O Q m0> 02 TESTS vi GRAPHIC LOG cn n A 0 SS 100 34-3 MC = 25.80% SP Dark gray poorly graded SAND, loose, wet -scattered organics (Wood Pieces) -organic odor -becomes medium dense 40.0_ 25 100 2-2-2 MC = 77.60% 30 ri 100 ( ) MC = 23.90% I 35 100 8) MC = 30.60% 40 HSS 100 6(18) MC = 27.00% SP - - Dark gray poorly graded SAND; medium dense, wet (Continued Next Page) IL OH / TP /WELL 3721-1.GPJ GINT US.GDT 6/12/15 c . SoIutior1 CLIENT PROJECT Earth Solutions NW Ea r"th 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 ?MIX, Telephone: 425-449-4704 Fax: 425-449-4711 West 77 VP, LLC BORING NUMBER B-2 PAGE 3 OF 3 PROJECT NAME Woodspring Suites NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington DEPTH (ft) I/ SAMPLE TYPE NUMBER RECOVERY % I BLOW COUNTS (N VALUE) TESTS vi vOi GRAPHIC LOG MATERIAL DESCRIPTION - 45 SP \ 51 5 Dark gray poorly graded SAND, medium dense, wet (continued) - -X - - 50 SS 100 i5) MC = 27.80% _ _X SS 100 i; MC = 29.00% Boring terminated at 51.5 feet below existing grade. Groundwater table encountered at 19.0 feet during drilling. Boring backfilled with bentonite chips. Bottom of hole at 51.5 feet. GDT 6/12/15 (Continued Next Page) Earth Solutions NW BORING NUMBER B-3 _ Earth 1805 -136th Place N.E., Suite 201 PAGE 1 OF 2 SOIUtion Bellevue, Washington 98005 1iW w Telephone: 425.449-4704 Fax: 425-449-4711 CLIENT West 77 VP. LLC PROJECT NAME Woodspring Suites PROJECT NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington DATE STARTED 5/27/15 COMPLETED 5/27/15 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR _Geologic Drill GROUND WATER LEVELS: DRILLING METHOD HSA Q AT TIME OF DRILLING 19.0 ft LOGGED BY DAM . CHECKED BY SSR AT END OF DRILLING — NOTES Field Grass AFTER DRILLING — o DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS ui o. GRAPHIC LOG MATERIAL DESCRIPTION SM Brown silty fine SAND, very loose, moist 5.5 100 1(�j1 MC = 27.50% 10 100 2(4)2 MC = 16.60% SP- SM Grades to poorly graded SAND with silt, very loose, moist -slight silt lensing 9.5 SS 100 MC = 19.30% SP Dark brown poorly graded SAND, very loose, moist 20.0 15 100 MC=6.00% 20 100 2(6,3 MC = 11.10% (Continued Next Page) >_,. ISOI�I�Ut1Ofl CLIENT PROJECT Earth Solutions NW BORING NUMBER B-3 Earth . 1805 -136th Place N.E. Suite 201 Bellevue, Washington 98005 PAGE 2 OF 2 Wile, Telephone: 425-449-4704 Fax: 425-449-4711 West 77 VP, LLC PROJECT NAME . Woodspring Suites NUMBER . 3721.01 PROJECT LOCATION Tukwila, Washington In) DEPTH 0 (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS (1 D GRAPHIC LOG MATERIAL DESCRIPTION SS 100 243 MC = 27.00% SP / Dark brown poorly graded SAND, loose, wet 21.5 i I, Boring terminated at 21.5 feet below existing grade. Groundwater table encountered at 19.0 feet during drilling. Boring backfilled with bentonite chips. Bottom of hole at 21.5 feet. • GINT US,GDT 6112/15 Earth Solutions NW BORING NUMBER B-4 Earth 1805 - 136th Place N.E., Suite 201 'SO lutiort Bellevue, Washington 98005 PAGE 1 OF 2 NNS mr, Telephone: 425-449-4704 Fax: 425-449-4711 CLIENT West 77 VP, LLC PROJECT NAME Woodspring Suites PROJECT NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington DATE STARTED . 5/27/15 COMPLETED 5/27/15 ....... GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Geologic Drill GROUND WATER LEVELS: DRILLING METHOD HSA AT TIME OF DRILLING 21.0 ft LOGGED BY DAM CHECKED BY SSR AT END OF DRILLING — NOTES Lawn Grass AFTER DRILLING — DEPTH (ft) SAMPLE TYPE NUMBER RECOVERY % BLOW COUNTS (N VALUE) TESTS ciMATERIAL cii GRAPHIC LOG DESCRIPTION SM Brown silty fine SAND, very loose, damp :5 SS 100 1(2j1 MC = 12.10% SP SM r• Grades to brown poorly graded fine SAND with silt, very loose, moist ,' 4.5 SM '.. .;' Grades to brown silty fine SAND, very loose, moist SS 100 ' 2-1-1 MC = 17.50% SS 100 2-4-2 () MC = 14.80% r 10 15 SS 100 2(4)3 MC = 14.40% 20 SS 100 4(6)3 MC = 24.00% (Continued Next Page) Ea rt h `Solution MN' wc Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-4494711 CLIENT West 77 VP, LLC BORING NUMBER B-4 PAGE 2 OF 2 PROJECT NAME Woodspring Suites PROJECT NUMBER 3721.01 PROJECT LOCATION Tukwila, Washington O 20 RECOVERY % co Lu Oz- mOZ TESTS V) U o) MATERIAL DESCRIPTION \/ A SS 100 2-2-3 (5) MC = 27.10% SM 21.0 V7 Grades to brown silty fine SAND, very loose, moist (continued) SP - SM,, 21.5 Dark gray poorly graded SAND with silt, loose, wet Boring terminated at 21.5 feet below existing grade. Groundwater table encountered at 21.0 feet during drilling. Boring backfilled with bentonite chips. Bottom of hole at 21.5 feet. Appendix B Laboratory Test Results ES -3721.01 Earth Solutions NW, LLC ,'''Galt•1h • Earth Solutions NW GRAIN SIZE DISTRIBUTION •` 4.,IiilrunS 1805 - 136th Place N.E., Suite 201 _ Nw,,,�_�'. Bellevue, WA 98005 •, ,:-• Telephone: 425-2843300 CLIENT West77 Partners LLC PROJECT NAME Value Place Tukwila Property -_ . PROJECT NUMBER ES -3721..01 PROJECT LOCATION Tukwila U.S. SIEVE OPENING IN NCHES 6 4 3 2 3/4 1/2 , . - I U.S. SIEVE NUMBERS I HYDROMETER , 1416 20 30 _• 60 1(01 +020 0 100 I .5 I1 I 1- j hii \0 95 - !111■ _ Mill ■ 90 1___ lila U 11■■ 1 IMM■ 85 ■IIl 11 1 1111111- I 1111 - 1111®■ 8011 1 ■11111 ® 11 11 II Illi 111 ■ 11111•.■ 75 - � 11111 70 111111 ' I111.111 l 111-' 1 ■ III 65 li I I 1 1 1 �= Ula 11 _III IIt■ 601_®11111 11 111 111 1 1111 1 . 11111111111 11- 55 m 1110 110111111 z Ill 1 Lll Eli - Eli_11111111._11011111111111 � III 11 ®1111111 III 1■ 1 _1111111 20 1■ I.I ■. 111111// II 11.111 II ■®11�11�i■ 15 10 5 0 • 100 10 1 0 GRAIN SIZE IN MILLIMETERS 1 0.01 0.001 . GRAVEL SAND SILT OR CLAY COBBLES coarse fine coarse medium fine Specimen Identification Classification LL PL PI Cc Cu 3 0 B-1 2.5ft. Gray Sandy SILT, ML s 0 B-1 10.0Ft. Tan -Gray Silty SAND, SM D o B-2 5.0ft. Gray Silty SAND, SM * B-2 15.0ft. Gray Poorly Graded SAND, SP 0.99 2.67 i - Specimen Identification D100 D60 D30 D10 • %Gravel %Sand %Silt %Clay O B-1 2.5ft. 4.75 10.0 35.8 64.2 ® B-1 10.0ft. 9.5 0.145 0.084 0.0 76.1 23.8 o B-2 5.0ft. 4.75 0.114 0.075 0.0 70.3 29.7 * B-2 15.0ft. 9.5 0.236 0.144 0.088 0.0 96.6 3.4 EMAIL ONLY Report Distribution ES -3721.01 West77 VP, LLC 10620 Northeast 9th Place Bellevue, Washington 98004 Attention: Ms. Kerri Findlay Earth Solutions NW, LLC Woodspring Suites Tukwilla Storm Water Detention Vault Project No. S-17-029 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 - 04 Lid Review 05 - 11 Wall & Footing Review 12 - 19 Woodspring Suites Tukwilla Storm Water Detention Vault DESIGN CRITERIA Code: 2015 IBC Permitting Agency: City of Tukwilla Soil Cover: 1.5ft min to 2.25ft max V- IP- VI Lid Loading: 150 psf uniform live load HS20-44 truck wheel loading Fire truck wheel load ( see sheet 2 ) GVW=78,0001bs Fire truck outrigger load as follows: 45,0001bs over 24" sq pad w/ load factors 45,0001bs over 12"x15" w/o load factors Uniform live load does not act concurrently with truck wheel loading or outrigger loading. Foundation Design: Foundation design is based on the following values presented in the geotechnical memo by Earth Solutions NW, LLC dated 06-19-15 Allowable Bearing Pressure: 2,500 psf Soil Design Values: At Rest Pressure: Active Pressure: Seismic Addition: Saturated Soil Density: Material Requirements: Rebar: Concrete: Lid: 50 pcf EFW (Drained Level Backfill ) 35 pcf EFW ( Drained Level Backfill ) E = 10H psf Uniform 125 pcf Grade 60 fc= 4000 psi walls, 3,000 psi grade slab & foundations Pre -cast, Pre -stressed Hollow Core Plank 12-1/2" thick. City of Tukwila Fire Department S t -z- Structural Slab Design Loading Concrete slabs or utility vault lids that are subject to fire truck or semi -trailer loading must be designed for additional loading as prescribed below. This may also include the condition of a fire truck setting down stabilizer outriggers to extend a ladder. The project design team should fust contact the Tukwila Fire Department at 206-575-4407 to determine whether me required fire truck access area may be restricted and whether the outrigger load is applicable. Design Loading Such a concrete slab must be designed for the following live loads. • HS20 loading required under the latest edition of the American Association of State Highway and Transportation Officials (ASSHTO) publication entitled "Standard Specifications for Highway Bridges" • Ladder truck wheel and axle loads as indicated: Total Load on Front Axle = 24,000 lbs. Gross Vehicle Weight = 78,000 lbs. (105 -ft. ladder truck) 1 ft. Total Load on Rear Axles = 54,000 lbs. (dual -wheel tandem axles) 14 8ft. °I 11-11 • Point load of 45,000 lbs. due to the maximum reaction which may occur at a stabilizer outrigger. This load must oe applied on a 2x2 -foot area (4 sf) and also applied as an unfactored load on a 12x15 -inch area (1.25 sf). The live load conditions given above are to be applied independent of each other, but in combination with other loads as required by AASHTO and the IBC. Each load must be increased by any factors required by AASHTO or the IBC unless specifically excepted. For More Information Please contact the Tukwila Fire Department at 206-575-4407. This document is intended to provide guidance in applying certain regulations and is for informational use only. It cannot be used as a substitute for the Construction Codes or for other City codes. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 SITE STRUCTURES Project sheet date -1 -1-t prj. no. S -11-029 HS20-44 HS25-44 _'4i4l* 72,000LBS 90,000LBS 1,0 ?I FRONT AXEL: REAR AXEL #1: REAR AXEL #2: 8,000LBS 32,000LBS 32,000LBS i 1tl' s l•c V=14* to 30' 8.000 lb #4520-44 32,000 lb 6.000 Eh KS15-44 24.000 lb 0.1W 0.4W 6' 32,000-1b axle _!ate loee_-m- 24,000 -lb axle '� Same a; � rrespondin4 7 H-tr#pck 10,000LBS 114 G �' 40,000LBS 40,000LBS W a combined 'weft of fist tw1 axles V i variable, use spacing whlti produce+, intitirnum. stre$s For 4esion of slabs, centergae of wheel to be 1 ft from curb HS 2 — 44 TRUCK LIVE LOAD ON WALLS tat` 6 2, r i • (A/q 1' x I49 -• it r- u 6 oC W 0 U 4 • - o 100; 200 ' 300 400, AVEAGE UNIFORM HORIZONTAL LOAD SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Woodspring Tukwilla sheets PRECAST HOLLOW CORE PLANK REVIEW Lid Data date 3 _ i o -t1 prj. no. S-17-029 Soil Desity Soil Cover depth over lid Plank design clear span Design Uniform Live Load Design Superimposed Load 125 pcf 2 ft 18 ft 150 psf 400 psf Plank capacity based on uniform superimposed load tables Plank span No of tendons Allowable superimposed loads Allowable superimposed loads base of design span of Based on flexural capacity Based on shear capacity Plank capacity based on truck load charts 413 psf 18.25 ft 972 psf 634 psf Plank span No of tendons 18.25 ft • 11 Allowable soil cover without knee -walls Allowable soil cover with knee -walls haft 1.13- t0.7.00 ft CONCRETE TECHNOLOGY CORPORATION s oz4 U . DIMENSIONS FOR DETAILING 121/2" HOLLOW CORE SLAB SPAN -LOAD TABLE 3'-117/a" (4'-0" Nominal Width) < MI6" ALLOWABLE SUPERIMPOSED LOAD in pounds per square foot Effective Prestress No. of 1/2" a SIMPLE SPAN In feet . 28 32 36 40 44 48 52 56 60 (KIPS) STRANDS 70:7 3 78 44 20 77.7 4 126 80 49 26 101.3 5 174 117 78 50 27 • 124.8 6 221 153 106 70 43 23* 148.4 7 267 186 129 89 59 36 172.0 8 307 216 153 108 74 49 29 195.5 9. 343 243 174 125 89 61 40 23* 219.1 10 3781 270 195 142 103 73 50 31* 242.7 11 4131 297 217 160 117 85 60 40 24* SECTION PROPERTIES (with shear keys grouted) A =313 int I = 6136 in4 Zt =1019 In3 Yt =6.02 in Zb = 947 1113 Yb = 6.48 in w =84psf .NOTES: 1. The values given In this table are based on hollow core slabs without shear reinforcement. Superscripts (1, 2, etc.) following values in the table indicate the number of filled voids required at the ends of slabs to develop the allowable superimposed load. See page 2, *SHEAR' for discussion. 2. Asterisk (*) following values In the table Indicate that the total deflection under all loads Is greater than L/360 but less than L/180. 3. Interpolation between values is acceptable. Do not extrapolate values into the blank spaces of the table. 4. These Span -Load Tables are Intended as an aid to preliminary sizing. Sound engineering judgement is required for the application of this information to specific design cases. 10 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 446 \x"' HEIGHT OF SOIL COVER (FT) (ysoa = 120 PCF U.N.O.) CONCRETE TECHNOLOGY CORPORATION 12'/2" HOLLOW CORE SLAB 45 KIP OUTRIGGER ON 18"x18" PADS @ 151-0" O.C. 12 10 - = Number of Filled Voids required for 2'-0" at each end of each slab. 5 s 3 11 Strands .11;4 -Strands (NA _ 125 pcf) NS TQM 11 Strands (yso;, = 135 pcf) 0 14 16 22 24 26 28 30 32 34 36 38 \�� t SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of nine inches is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee walls are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. LT Sk-k0-�-1 S -t-1- c 2cl 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11 CONCRETE TECHNOLOGY CORPORATION HEIGHT OF SOIL COVER (FT) (ysoa = 120 PCF U.N.O.) 121/2' HOLLOW CORE SLAB HS25,44 41/v1 I(,i-R-1'a HP -6 iue G 0414 `Mit P 0 = Number of Filled Voids required for 2'-0" at each end of each slab. Vent Notch9 14 16 18\ ,20 22 24 26 28 30 32 34 36 38 SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. 9.) The Vent Notch envelope represents the maximum span and minimum/maximum height of soil cover that can be supported by slabs with 6Y2' standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 8 CONCRETE TECHNOLOGY CORPORATION HEIGHT OF SOIL COVER (FT) (Tsou. =120 PCF U.N.O.) 12 121/2' HOLLOW CORE SLAB HS20-44 10 - r = Number of Filled Voids required for 2'-0" at each end of each slab. Vent Notchs 11 Strands 1 11 Strands (ys,;, = 125 pcf) .•-�11 Strands (ysa;, = 135 pcf)M s t 4, 3 0 14 16 18\ 20 22 24 26 28 30 SIMPLE SPAN (ft) GENERAL NOTES: 32 36 38 S I -100-t—i S—c1—a2q 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6W standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 7 CONCRETE TECHNOLOGY CORPORATION 12'/2' HOLLOW CORE SLAB 150 PSF Vent Notch9 - _--.----- P.m0= Number of Filled Voids required _. !_ _ for 2'-0" at each end of each slab. 14 16 18` ((��20 22 24 26 28 30 `�!!VI SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete ft = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6W standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 32 34 36 38 T skiSeT o -10-i1 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 9 ite 5tructuu'es A Division of Koenik Engineering PC Project t }J 60A4 prt nil—RAY-1A \\ s,eet Date Job No 1)) 174AE h0 gtow 9pt-N cN7f/Ju 2i�C P/ tow, �a i� coves /2 S jF GOt SGi�'6 /2. c ( 5) 4-C fr our 'b6 r' << '-I 51 go& O M 4 loo 4 1 Aluz- Th(4_,Ja f.,$) = " 'cif A 62 (( 5. 45-a 1# X r =' 4,& ]O cfr PI p, lv DOG 1-4 . . r •2 = 2, g / s� Ml (6) Q..g` ' ,/ (-00.00 01, SITE STRUCTURES Project Woodspring Tukwilla sheet: 10511 19th Ave SE, Suite C date: 2-10-11 Everett, WA, (425)-357-9600 prj. no. S-17-029 Vault Walls - Lateral Pressures Review Minimum soil cover depth to top of wall: Maximum soil cover depth to top of wall: Wall Height: At -Rest soil pressure: Active soil pressure: Uniform Addition to At -Rest soil pressure: Soil Density: Load Combinations: 1.6 L (soil pressure) + 1.6 L (soil pressure) + Due to HS25 Truck Loading: 2.0 ft min cover over lid: 2.0 ft max cover over lid: Total Factored Lateral Force: 2.0 ft min cover over lid: 2.0 ft max cover over lid: 3 f 3 f 8ft 50 pcf EFD 35 pcf EFD 0 psf 125 pcf 1.6 L (surcharge/wheel load) 1.0 L (seismic) 113 psf Uniform 113 psf Uniform 5926 plf 5926 plf Due to Uniform Surcharge Load: Uniform surcharge: 150 psf Equivalent lateral force: 60 psf Uniform Total Factored Lateral Force: 2.0 ft max cover over lid: 5248 plf Due to Seismic Activity: Uniform seismic addition: E = Seismic lateral force: Total Factored Lateral Force: 2.0 ft max cover over lid: Combined Load Factor: 10 H 80 psf Uniform 3776 plf 1.50 SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Design Data Project Woodspring Tukwilla sheet Soil Density Soil Cover depth to the top of the wall Wall height Soil Pressure EFW Surcharge Information 125 pcf 3ft 8 ft 50 pcf date � _ t o _ 1 prj. no. S-17-029 u i;GN j -IG. - Ws1 = Ws2 = 150 psf 400 psf uniform truck S1 = Ws 150 psf (on surface of ground) Equiv Ws = 113 psf ( on surface of wall - see design chart ) Critical Design Surcharge pressure = Calculated Design Forces 113 psf (on the surface of the wall) 60 psf W1= 263 W2= 400 M1 = 2104 M2 = 1642 Wall Reinforcing Fl = F2 = M total= 2104 lbs 1600 lbs 3746 ft -lbs Rtop = R bot = 1585 lbs 2119 lbs Wall thickness 8 inches Clear cover 2 inches Rebar size 5 Rebar area 0.31 sq -in Bar spacing 12 inches Rebar strength fy 60 ksi Conc strength fc 4000 psi Load Factor 1.6 Comp block (a) = Depth to CL bar (d) = d -a/2 = max tension reinforcing spacing: fs = 26828 psi v. Anchorage at Top of the Wall Ru = 2537 plf cDMn= Mu = s= S Smax = 0.45 inches 5.69 inches 5.46 inches 7540 ft -lbs 5994 ft -lbs 17.4 in 17.9 in 17.4 in - OK Shear capacity of Dowel = 7440 plf Bearing capacity of Dowel = 5250 plf Anchorage at Bottom of the Wall Rebar Dowel Size Dowel Area Dowel strength fy= Dowel Spacing Dowel brg length = :..: conc strength fc = ki0 1/4c(1 43\ 5 '7`, 0.31 sq -in '% M 60' ksi 12 inches ** 2 inches 3000 psi Ru = 3390 plf Nominal Shear friction capacity of the footing to wall Dowel 9486 plf Rebar Dowel Size = Dowel Area = Dowel strength fy= Dowel Spacing = Coefficient of friction = 5 0.31 sq -in 60 ksi 12 inches 0.6 smooth surface SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Design Data Project Woodspring Tukwilla Soil Density Soil Cover depth to the top of the wall Wall height Soil Pressure EFW Surcharge Information uniform truck 1N/d rPkFi 125 pcf 3 f $.. ft 50 pcf sheet date 3-10-t"1 prj. no. S-17-029 Ws1 = Ws2 = 150 psf 400 psf S1 = Ws 150; psf (on surface of ground) Equiv Ws = 113 psf ( on surface of wall - see design chart ) Critical Design Surcharge pressure = Calculated Design Forces W1= 150 W2= 400 M1 = 1200 M2 = 1642 Wall Reinforcing 0, psf (on the surface of the wall) 60 psf Fl = 1200 lbs F2 = 1600 lbs M total= 2842 ft -lbs R top = R bot = 1133 lbs 1667 lbs Wall thickness 8 inches Clear cover 2 inches Rebar size 5 Rebar area 0.31 sq -in Bar spacing 12 inches Rebar strength fy 60 ksi Conc strength f c 4000 psi Load Factor 1.6 max tension reinforcing spacing: fs = Anchorage at Top of the Wall Ru = 1813 plf Shear capacity of Dowel = Bearing capacity of Dowel = Comp block (a) = Depth to CL bar (d) = d -a/2 = 20354 psi V 0.45 inches 5.69 inches 5.46 inches 4 Mn = 7540 ft -lbs Mu = 4548 ft -lbs s= s= Smax = 24.5 in 23:6 in 23.6 in - OK 7440 plf 5250 plf • Anchorage at Bottom of the Wall Ru = 2667 plf Rebar Dowel Size = Dowel Area 0:31; sq -in Dowel strength fy= 60 ksi Dowel Spacing = 12 inches Dowel brg length = 2 inches conc strength fc = 3000 psi Nominal Shear friction capacity of the footing to wall Dowel 9486 plf Rebar Dowel Size = Dowel Area = Dowel strength fy= Dowel Spacing = Coefficient of friction = 0.31: sq -in 60 ksi 12 inches l6 smooth surface it® �, ��oo�,skn�Ukwi1A tructures A Division of Kwnik Engineering PC t 0 4'-0" WIDE PLANK t • H -F+- -1-1- II H- PLAN VIEW 32" N C CLOSURE TO WALL DOWELS @ - EA PLANK. 32'1 x N C LID TO CLOSURE DOWELS @ EA PLANK. / 1 I VAULT WALL ELEVATION VIEW Sheet Date Job No i5 s -r1- 0261 G WA: i 0 4) rttti "ti . SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Woodspring Tukwilla INTERIOR WALL HEADER GEOMETRY AND LOADS ANALYSIS Header Overburden & Uniform Loads sheet date 3-10-11 prj. no. S-17-029 Lid weight Soil Desity Soil Cover depth over lid Plank design clear span left Plank design clear span right Design Uniform Live Load Lid tributary width to header Uniform service load to header Uniform factored load to header Truck Wheel Loads to Header 90 psf 125 pcf 2ft 18 ft 18 ft 150 psf 18 ft 8820 plf 11664 plf Load Factors LL 1.6 DL 1.2 Truck type . HS -25. Axle Load 40000 lbs Wheel Spacing 6 ft Cover depth 2.0 ft Axle assumed centered over & perpendicular to header distribution width distribution length 4.50 ft ' opening width 4.00ft 11.00 ft length ea side of hdr 5.50 ft uniform load @ top of plank 808 psf wheel load to header from left span 3765 plf wheel load to header from right span 3765 plf Total wheel load to header Factored wheel load to header Design Loads & Forces in Header Service Factored 7531 plf 12049 plf 12.0 klf 16.0 klf Critical section for shear is at 0.6 feet from the face of the support Design Vu = Design Mu = 22 k 32 k -ft SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Woodspring Tukwilla INTERIOR WALL HEADER DESIGN Header Data sheet 11 date 3 -10 -11 prj. no. S-17-029 Header width Header span Header depth In/d ratio Min shear steel ( Area / spacing ) ratio Max spacing of shear steel Min horiz steel ( Area / spacing) ratio Max spacing of horzontal steel Review shear capacity of header 8 inches Concrete Strength 4000 psi 4.00 ft 24 inches d = 21.00 inches 2.29 Deep Beam limit In/d < 5.0 0.012 4.8 inches 0.02 8 inches Min Rebar spacing #3@ #4@ #4@ #5@ 9.17 16.67 10.00 15.50 Reinforcing yield strength 60 ksi Shear reinforcing area 0.20 sq in Horz reinf area spacing 6 in Horz reinf spacing Reinf shear capacity 'Vs Total Shear Capacity Max criVn @ In/d < 2 Max cDVn@ 2<In/d<5 Review flexural capacity of header 34 k Conc shear capacity cVc 52 k 72 k 8496 k 0.31 sq in 12 in 18 k Factored shear Vu 22 k I Ifr min As based on 200 bwd/fy min As based on eq 10-3 0.56 sq inches 0.53 sq inches As reqd based on bending model 0.37 sq inches As reqd based on tie - strut model f/ assume Vu is focused @ the center of the header / then Tu = 25.60 k // As reqd = 0.47 sq inches 1,1* (4)01 SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Woodspring Tukwilla Design Data : Wall Foundation Loads Analysis Soil Desity Soil Cover over the lid Plank weight Uniform Live Load Truck Rating Wall Height 125; pcf 2ft 90 psf 150 psf HS25-44 Front Axle Load Rear Axle #1 Load 8 ft Rear Axle #2 Load Total vehicle wt sheet date prj. no. S-17-029 Per. wall Cell Width 18 ft Int. wall Cell Width left 18 ft Int. wall Cell Width right 18 ft Truck Wheel Load Distribution to Perimeter Wall Foundation 10000,, lbs 40000 lbs 40000 lbs 90000 lbs Truck Perpendicular to the perimeter wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 48889 lbs distribution width = 28 ft Load @ base of wall = 1746 plf Truck Parallel to the perimeter wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1&2 only total truck load to wall = 66667 lbs calc distribution width = 36 ft Load @ base of wall = 1852 plf Truck Wheel Load Distribution to Interior Wall Foundation Truck Perpendicular to the int. wall w/ rear axle #2 centered over the wall & dist between axles = 14ft total truck load to wall = 48889 lbs distribution width = 28 ft Load @ base of wall = 1746 plf Truck Perpendicular to the interior wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 48889 lbs left plank Load @ base of wall = 1746 plf total truck load to wall = 48889 lbs right plank Load @ base of wall = 1746 plf distribution width = 28 ft Truck Parallel to the interior wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1 &2 only ) total truck load to wall = 66667 lbs left plank Load @ base of wall = 1852 plf total truck load to wall = 66667 lbs right plank Load @ base of wall = 1852 plf distribution width = 36 ft Truck Parallel to the interior wall w/ the truck centered over the wall (incl axle 1&2 only ) total truck load to wall = 66667 lbs distribution width = 36 ft Load @ base of wall = 1852 plf Uniform Live Load distribution to Wall Footings Perimeter Wall Interior Wall 1350plf 2700. plf SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Woodspring Tukwilla Design Data : Wall Foundation Design sheet date 3-io -fl prj. no. S-17-029 Allowable Bearing Pressure Rebar strength fy = Concrete strength = Soil Desity Soil Cover over the lid Perimeter Wall Footing Design 2500 psf 60 ksi 3000 psi 125 pcf 2ft Per. wall Cell Width Int. wall Cell Width left Int. wall Cell Width right Plank weight Wall Height Wall Thickness 18 ft 18 ft 18 ft 90 psf 8ft 8 inches Design live load Soil Cover dead load Plank dead load Wall dead load :::1882; plf 2417 plf 870 plf 800 plf total dead load Total live + dead Load Required Ftg Width Selected Ftg Width Qu = 3376 psf As regd = Asmin = 1.33 x As regd = 0.03 sq-in/ft 0.35 sq-in/ft 0.04 sq-in/ft Interior Wall Footing Design 4087 plf 5939 plf 2.38 ft 33? ft L.F 1.6 1.2 1.2 1.2 Wu 2963.2 plf 2900 plf 1044 plf 960 plf Selected Ftg Thickness Mu = 1168 ft -lbs Vu = 2808 plf phi Vn= 9498 plf 4904 plf 7867 plf at face of wall at face of wall at face of wall 12. in Design live load Soil Cover dead load Plank dead load Wall dead load 2700 plf ..................... 4500 plf 1620 plf 800 plf total dead load Total live + dead Load Required Ftg Width Selected Ftg Width Qu = 3296 psf As regd = Asmin = 1.33 x As regd = 0.11 sq-in/ft 0.35 sq-in/ft 0.15 sq-in/ft 6920 plf 9620 plf 3.85 ft 3 83 ft L.F 1.6 1.2 1.2 1.2 Mu = Vu = phi Vn= \a/ Wu 4320 plf 5400 plf 1944 plf 960 plf 8304 plf 12624 plf Selected Ftg Thickness 4123 ft -lbs 5213 plf 9498 plf at face of wall at face of wall at face of wall 1'2 in 9/29/2017 City of Tukwila Department of Community Development NICK BLAYDEN 10620 NE 9TH PL BELLEVUE, WA 98004 RE: Permit No. D17-0055 WOODSPRING SUITES - VAULT 15637 W VALLEY HWY 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 11/26/2017. 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 11/26/2017, 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, Y(hrP9 Rachelle Ripley Permit Technician File No: D17-0055 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 (PERMIT COORD COPY C� PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0055 DATE: 03/16/17 PROJECT NAME: WOODSPRING SUITES - VAULT SITE ADDRESS: 15643 W VALLEY HWY X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: V -(E k M1 tl Building DivisionM ��r� T���. tD'PCU\IO 4 91 Public Works A-10 0* to Fire Prevention Fire Prevention Structural G Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/16/17 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 04/16/17 ❑ 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 El Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 WASATCH DC BUILDERS NW LY Home Espanol Contact Search L&I Page 1 of 2 Index Help My 1..&I Safety & Health Claims & Insurance Workplace Rights Trades & Licensing 4.1) Washington State Department of Labor & Industries WASATCH DC BUILDERS NW LLC Owner or tradesperson Principals Nielson, Michael James, MANAGER West77 Partners LLC, MANAGER Doing business as WASATCH DC BUILDERS NW LLC WA UBI No. 603 591 156 10620 NE 9th PI BELLEVUE, WA 98004 425-974-7071 KING County Business type Limited Liability Company Governing persons MICHAEL NIELSON LLC WEST77 PARTNERS; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. WASATDB846OR Effective — expiration 09/19/2016— 09/19/2018. Bond Western Surety Co Bond account no. 62697583 $12,000.00 Received by L&I Effective date 09/19/2016 09/15/2016 Expiration date Until Canceled Insurance Ironshore Specialty Ins Co $1,000,000.00 Policy no. AGS0100700 Received by L&I Effective date 10/13/2016 10/12/2016 Expiration date 10/12/2017 Insurance history Savings No savings accounts during the previous 6 year period. Help us improve f https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603591156&LIC=WASATDB8460R&SAW= 4/14/2017 WASATCH DC BUILDERS NW LT—r' 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. O 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. L&I Account ID 523,517.01 ................................. Doing business as WEST77 CONSTRUCTION LLC Estimated workers reported Quarter 4 of Year 2016 "1 to 3 Workers" L&I account representative T2 / SUSAN BETTS (360)902-4828 - Email: BETT235@Ini.wa.gov Account is current. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 O 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=603591156&LIC=WASATDB8460R&SAW= 4/14/2017 DESIGN CRITERIA VERTICAL LOADS ON VAULT LID: UNIFORM LIVE LOAD : = 150PSF *HS20 TRUCK WHEEL LOADS : GVW = 72,000Ibs I � I r 14' to 30' I *FIRE TRUCK WHEEL LOADS ; GVW 78,000Iba 21'-0" N FRONT R REAR NI El E3 4'-6" H N- ti N c Co *OUTRIGGER PAD POINT LOAD: 45,0001bs OVER 24"x24" AREA w/ LOAD FACTORS 45,000Ibs OVER 12"x15" AREA w/o LOAD FACTORS 4 = DESIGN LIVE LOAD AND TRUCK WHEEL LOADS TO BE APPLIED INDEPENDENTLY AND IN COMBINATION WITH THE SOIL COVER DEAD LOAD. IMPACT & FATIGUE: DUE TO THE LOW SPEEDS OF THE VEHICLES CROSSING THE VAULT, INCREASES IN VEHICLE LOADS TO ACCOUNT FOR IMPACT & FATIGUE ARE NOT REQUIRED. SOIL COVER FOR LID DESIGN: PLANK MANUFACTURER SHALL BE RESPONSIBLE FOR DETERMINING THE SOIL COVER DEPTHS USED IN THE LID DESIGN BASED ON THE PERMITTED CIVIL DRAWING, VAULT AND FINISHED GRADE ELEVATIONS. SOIL COVER FOR SUBSTRUCTURE DESIGN: THE SUBSTRUCTURE WAS DESIGNED FOR A MIN SOIL COVER OF 1.5FT AND A MAXIMUM COVER OF 2.25FT GRATED OPENING: SAME AS LID LOADING EXCLUDING OUTRIGGER LOAD. FOUNDATION DESIGN: FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES DERIVED FROM THE GEOTECHNICAL REPORT BY EARTH SOLUTIONS NW, LLC DATED 06-19-15. ALLOWABLE BEARING PRESSURE: 2,500 PSF LATERAL EARTH PRESSURES ON DETENTION VAULT: DRAINED LEVEL BACKFILL AT REST CONDITION: ACTIVE CONDITION: SEISMIC PRESSURE COMPONENT: SATURATED SOIL DENSITY: 50 PCF EFW 35 PCF EFW E = 10H PSF UNIFORM 125 PCF SPECIAL INSPECTION PLAN GENERAL: SPECIAL INSPECTION BY A QUALIFIED INSPECTOR IS REQUIRED IN ACCORDANCE WITH THE 2015 IBC. QUALIFICATION: THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL. REQUIRED VERIFICATION & INSPECTION: THE SPECIAL INSPECTOR SHALL PERFORM THE VERIFICATIONS & INSPECTIONS NOTED IN THE SCHEDULE BELOW INSPECTION & TESTING SCHEDULE TYPES OF WORK FREQ. 2015 IBC SECTION CAST IN PLACE CONC REINFORCING STEEL, PLACEMENT. P 1705.3 INSTALLATION & FASTENING OF PRECAST PANELS P 1705.3 PLACEMENT OF CONCRETE C 1705.3 VERIFYING USE OF REQUIRED DESIGN MIX P 1705.3 TESTING OF THE CONCRETE FOR SPECIFIED STRENGTH, AIR CONTENT AND SLUMP C 1705.3 SOILS VERIFICATION OF SOIL -BEARING CAPACITY: INSTALLATION OF DRAINAGE SYSTEM: PLACEMENT & COMPACTION OF WALL BACKFILL: C 1705.6 FREQUENCY LEGEND C = CONTINUOUS P = PERIODIC SEE REFERENCES AND STANDARDS LISTED WITHIN THE VERIFICATION & INSPECTION SCHEDULE FOR MEANING OF PERIODIC AND CONTINUOUS INSPECTIONS. CERTIFICATE OF COMPLIANCE: THE SPECIAL INSPECTION AGENCY SHALL PROVIDE A FINAL LETTER CERTIFICATE OF COMPLIANCE STATING THAT THE REVIEWED WORK WAS COMPLETED IN ACCORDANCE WITH THE PERMITTED DOCUMENTS. SUBMITTAL OF REPORTS: ALL SPECIAL INSPECTION REPORTS AND TESTING REPORTS SHALL BE SUBMITTED TO THE OWNER, SITE STRUCTURES AND THE BUILDING OFFICIAL BY THE AGENCY PERFORMING THE INSPECTION OR TESTING. GENERAL CONSTRUCTION NOTES CODE: VAULT DESIGN AND CONSTRUCTION SHALL CONFORM TO THE PROVISIONS OF THE 2015 IBC AS ADOPTED BY TUKWILLA, WASHINGTON. GENERAL DETAILS: CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. DISCREPANCIES: THE CONTRACTOR SHALL NOTIFY ENGINEER UPON FINDING ANY DISCREPANCY OR OMISSION IN THE DRAWINGS OR SPECIFICATIONS. SHORING & EXCAVATION: THE CONTRACTOR SHALL BE SOLE( RESPONSIBLE FOR ALL EXCAVATION PROCEDURES, INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES. WALL BACKFILL: PRIOR TO BACKFILLING VAULT WALLS THE CONTRACTOR SHALL HAVE PLACED THE LID PLANKS AND PROVIDED A MINIMUM OF 5 DAYS OF CURE ON THE PLANK VOID FILL. BACKFILL SOIL: WALL BACKFILL SHALL BE WELL GRADED FREE DRAINING SOIL FREE OF ORGANIC MATERIAL. BACKFILL SHALL BE PLACED IN LIFTS OF NO MORE THAN 8 INCHES AND COMPACTED TO WITHIN 907. OF THE SOILS MAXIMUM DRY DENSITY, ALL COMPACTION OCCURING WITHIN 5' OF THE WALL SHALL BE COMPLETED USING HAND OPERATED MACHINERY. CONCRETE CONCRETE REQUIREMENTS: LOCATION WALLS FTGS & GRADE SLAB PLANK VOID FILL PLANK JOINT GROUT STRENGTH MAX W/C RATIO 4000PSI @ 28 DAYS 0.50 3000PSI @ 28 DAYS 0.53 TO MEET PLANK MFGR'S REQUIREMENTS* TO MEET PLANK MFGR'S REQUIREMENTS* * MINIMUM STRENGTH SHALL BE 3000PSI @ 28 DAYS. AIR CONTENT: CONCRETE EXPOSED TO WEATHER SHALL CONTAIN 5% +/-1'% ENTRAINED AIR. MIX DESIGN: SHALL BE BASED ON FIELD EXPERIENCE OR TRIAL MIXTURES IN CONFORMANCE WITH THE SPECIFICATIONS. EXPOSURE CATEGORIES: FREEZING THAWING SULFATE PERMEABILITY CORROSION PROTECTION MATERIAL REQUIREMENTS: CEMENT: ASTM C150. AGGREGATES: ASTM C33. PLACING REQUIREMENTS: FO SO P1 Cl ADMIXTURES: ACI 301. WATER: ASTM C94. PLACING: PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL POSITION TO AVOID SEGREGATION. DEBRIS: REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE. CONSOLIDATION: CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS. CURING REQUIREMENTS: CURING: CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A SUITABLE PERIOD OF TIME AFTER PLACEMENT. WEATHER CONDITIONS: ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS. LID PLANK PLACEMENT: IN NO CASE SHALL THE LID PLANKS BE PLACED BEFORE THE WALLS HAVE BEEN ALLOWED A MINIMUM OF 3 DAYS OF CURE. WHEN AVERAGE AMBIENT TEMPERATURES ARE LESS THAN 50 DEGREES FAHRENHEIT, THE CONTRACTOR MUST ALLOW A MINIMUM CURE TIME OF 7 DAYS OR PROVIDE AN ADDITIONAL SET OF CYLINDERS TO BE BROKEN AT THE TIME OF LID PLACEMENT DEMONSTRATING A MINIMUM CONCRETE STRENGTH OF 1,000 PSI HAS BEEN REACHED. REINFORCING BAR MATERIAL REQUIREMENT: REINFORCING BARS: USE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT AS NOTED ON THE DRAWINGS. FABRICATION AND PLACING REQUIREMENTS: BENDING: BARS SHALL BE BENT COLD. BARS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT UNLESS NOTED OR SHOWN OTHERWISE OR AUTHORIZED BY THE ENGINEER. PLACING: REINFORCEMENT SHALL BE SUPPORTED AND TIED TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR BY PLACING OF CONCRETE, CONCRETE COVER: MINIMUM CONCRETE COVER FOR REINF. SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: CONCRETE CAST AGAINST EARTH CONCRETE CAST AGAINST FORMS AND EXPOSED TO EARTH 2" 3" WET SETTINGS: REINFORCEMENT ANCHOR BOLTS, OR ANY EMBEDDED ITEM WITHIN THE CONCRETE, MAY NOT BE SET INTO THE CONCRETE AFTER IT HAS BEEN POURED WITHIN THE FORMS. LAP SPLICES: LAP ALL BARS 24" MIN UNLESS SHOWN OTHERWISE ON THESE DRAWINGS. DEFERRED SUBMITTALS THE FOLLOWING AREAS OF WORK SHALL BE CONSIDERED AS "DEFERRED SUBMITTALS" AS DEFINED IN THE 2015 IBC a. PRECAST PRESTRESSED HOLLOW CORE PLANK ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A CIVIL ENGINEER LICENSED TO PRACTICE IN THE STATE OF WASHINGTON WHO HAS CURRENT DESIGN EXPERIENCE IN THE TYPE OF WORK REVIEWED. SUBMIT ALL DEFERRED SUBMITTAL DOCUMENTS TO THE ENGINEER OF RECORD FOR REVIEW. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED BY THE ENGINEER OF RECORD. HOLLOW CORE PLANK SCOPE OF WORK: THE WORK INCLUDED IS THE DESIGN, MANUFACTURE AND DELIVERY OF PRECAST PRESTRESSED CONCRETE UNITS. DESIGN PLANK FOR THE MOST CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE DESIGN CRITERIA NOTE. THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED CIVIL ENGINEER FOR REVIEW PRIOR TO FABRICATION. THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL OF THE PLANK MANUFACTURER. ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. TYP WALL REINF ADD #5x48" DIAG EA FACE AS SEE CIVIL DWGS PIPE LOCATION AND INVERT ELEVATION SHOWN ADD ONE #6 VERT FULL HEIGHT REINF BAR EACH SIDE OF BLOCKOUT FOR EA PAIR OF VERT BARS CUT AT THE BLOCKOUT. WALL REINF @ PIPE PENETRATION SCALE N/A 4'-0" #5@12"o/c HORZ & VERT ON BACK FACE OF WALL. DOWELS TO FOOTINGS ARE NOT REQUIRED AT THESE VERT BARS #5 x24"x24" CORNER BARS TO MATCH HORZ WALL REINF TYP /6 0 e 24" #5 X 30" TO MATCH HORZ, ALT. HOOK s #5@12"o/c HORZ & VERT ON BACK FACE OF WALL. DOWELS TO FOOTINGS ARE NOT REQUIRED AT THESE VERT BARS TYP WALL CORNER REINF. SCALE 3/4"4-0" 0 *k- FILL WITH GROUT AS DIRECTED BY PRECAST PLANK MFGR. '=1N N CONT. BACKER ROD IF REQ'D. TYP PLANK JOINT DETAIL SCALE 1"=1'-0" #4@18"o/c EA WAY U) CONC DOBIE OR CHAIR PERIMETER VAULT WALL SINGLE PIECE OF MOLDED FIBERGLASS GRATING DESIGNATION MS -200. 2" HEIGHT WITH 2" MESH. PROVIDE LEAST POSSIBLE NOTCH AT T -PIPE. GRATING TO BEAR 1-3/8" MIN ONTO SUPPORT ANGLE 484: TYPE 2 CATCH BASIN BASE ROLLED ALUMINUM ANGLE 1 -1/2x1 -1/2x1/8 w/ 1111-1/44x1-3/4" LONG HEX HEAD STAINLESS STEEL SIMPSON TITEN CONCRETE SCREWS SPACED AS SHOWN. GRATING @ SUMP LAR TIES AGA NST PRECAST BASE. #3x8"x24" @ 12"o/c ALONG EDGE OF SUMP IN RADIAL PATTERN FIBERGLASS ' GRATING COVER & SUPPORT ANGLE gar I_111- I I. -111= I'- IF' REVIMEP! FOR CODE COil/0 IANCE APPR ED APR 1 017 I z O SSUED FOR CONST. PERMIT APP SUITES TUKWILLA WOODSPRING DETENTION VAULT LiS 0 WASHINGTON 48" TYPE 2 CATCH BASIN BASE. SECTION @ SUMP SUMP DETAIL S1 City of Tukwila BUILDING D VISIOf I RECE1 ELS ITV OF TUKVVILA MAR 1 5 2017 PERMIT CENTER SHEET: SCALE 3/4"=1'-O" OF 3 S-17-029 MEET SIZE 22x34 8" N a) N 57'-4" // 28'-0" 56'-0" 4'-0" 24'-O" / // r 6'-0" 4'-0" L r I L CELL 1 F30x12 5" THICK CONCRETE SLAB ON GRADE F46x12 F28x12 IBOV=14.08 TYP @ THE PERIMETER OF CELL 1 8" J CELL 2 48'-0" F28x12 IBOV=14.08 TYP @ THE PERIMETER OF CELL 2 F30x12 4'-0" 1 I J -J 4'-0" N x a) N U- 3 0 O a) G) D 9 a) VAULT FOUNDATION PLAN SCALE 3/16" = 1'-0" 0 • SEE WALL FND KEYNOTES FOR WALL REINF DOWEL TO MATCH WALL VERT REINF SIZE & SPACING. GRADE SLAB REINF SEE FOUNDATION PLAN (3)-#5 CONT. 11" / 2'-6" #5@12"o/c KNEEWALL FTG DETAIL SCALE 3/4"4-0" a) 1-1-1 n r a ■ (4)-#6 PLANK DOWELS PLACED AT MIDDEPTH OF SLAB. 12-1/2" THICK CAST IN PLACE CONCRETE SLAB NY/ SHOWN SHADED. 24" m OPENING (13)-#5 T&B AS SHOWN. #6 PLACED AT MIDDEPTH OF SLAB. 1 77/ / 771 /r/ AT PERIMETER WALL LID REINF @ VA\HOLE 92 NTS `. 9) a) 57'-4" 8" 14 PLANKS @ 4'-0" = 56'-0" 30'-O" 26'-0" ❑❑❑ ❑ ❑ ❑ } I L 0 LI LJ ❑❑❑ OD❑ ❑ ❑ ❑ 0 ❑❑❑ 0 ❑❑❑ ❑❑❑ ❑D❑ ITOV=22.08 TYP THROUGH OUT VAULT. ❑❑❑ DD❑ 12-1/2" THICK HOLLOW CORE PLANK LID. TOP OF LID EL= 23.12 LI ❑u❑ ❑❑❑ 0 i ❑LI❑ ❑ ❑❑ 8" ❑❑❑ ❑ ❑❑ ❑ ❑❑ Li Li LI ❑❑❑ 50'-0" VAULT LID PLAN SCALE 3/16" = 1'-0" PLAN KEY \OTS 1. 5" THICK CONCRETE SLAB ON GRADE REINF WITH #4@18110/c EA WAY. PLACE ALL REINF AT MID -DEPTH OF THE SLAB. CAST GRADE SLAB IN A SINGLE POUR. SEE 2/S1. 2. CAST IN PLACE CONC, WALLS TYPICAL AT THE PERIMETER & INTERIOR OF THE VAULT. SEE WALL SECTIONS FOR INFORMATION. PROVIDE ADDED REINF AT PIPE PENETRATIONS AS SHOWN IN 3/S1. PROVIDE REINF @ ALL WALL CORNERS AS SHOWN IN 5/S1, 3, THICKENED SLAB FOOTINGS TO BE CAST WITH THE GRADE SLAB, SEE WALL SECTIONS FOR SIZE & REINF UNO. 4. 24" DIAMETER OPENING w/ KNEEWALL TO ACCEPT RISERS, LADDER, RING AND LOCKING MANHOLE COVER PER CIVIL DRAWINGS. SEE 2/52, 4A. 24" DIAMETER OPENING WITHIN CAST IN PLACE CONCRETE LID SECTION TO ACCEPT RISERS, LADDER, RING AND LOCKING MANHOLE COVER PER CIVIL DRAWINGS. SEE B/S3. 5. PIPE INLET OR OUTLET TO VAULT. SEE CIVIL DWGS FOR PIPE DIAMETER, LOCATION & INVERT ELEVATION, SEE 3/S1 FOR WALL REINF @ PENETRATION. 6. 12-1/2" THICK PRECAST HOLLOW CORE PLANK. SEE DESIGN CRITERIA NOTES ON SHEET S1 FOR PLANK LOADING REQUIREMENTS. 7. HATCHED AREA REPRESENTS 12-1/2" THICK CAST IN PLACE CONCRETE LID SECTION. SEE B/S3 FOR REINFORCING AND SECTIONS. 8. POUR SLOTS IN TOP OF PLANK. MANUFACTURER TO PROVIDE A MINIMUM OF 3 SLOTS @ EACH END OF EACH PLANK. PLANK MANUFACTURER MAY REQUIRE GROUTING OF ADDITIONAL CELLS BEYOND THE MINIMUM OF 3. THE GENERAL CONTRACTOR SHALL INCLUDE GROUTING OF THESE ADDITIONAL CELLS IN HIS BID, SEE 6/S3 FOR REINF @ POUR SLOTS. 9. PROVIDE BLOCKOUTS IN THE EDGE CELL OF THE PLANK PARALLEL TO THE PERIMETER VAULT WALLS, LOCATE BLOCKOUTS APPROXIMATELY AS SHOWN ON THIS PLAN. SEE 7/S3 FOR REINF AT BLOCKOUT. 10, 4'-0" WIDE OPENING WITHIN THE INTERIOR WALL. SEE A/S3 FOR WALL REINFORCING @ THE OPENING. 11. 484 CATCH BASIN BASE TO ACT AS SUMP, SEE 4/S1. 12. 8" THICK KNEE -WALL REINF w/ #5@12"o/c HORZ & VERT. PLACED AT THE CENTER OF THE WALL. PROVIDE (2)-#5 HORZ AT THE TOP OF THE WALL & (2)-#5 VERT AT THE FREE ENDS OF THE WALL. EXTEND VERT BARS 11" INTO THE 12-1/2" THICK LID CLOSURE POUR. SEE 1/S2 FOR FTG INFORMATION. / 6'-0" 16' LG\D IBOV INSIDE BOTTOM OF VAULT (TOP OF GRADE SLAB) ITOV INSIDE TOP OF VAULT LID (TOP OF CONC. WALLS) F28x12 F46x12 F30x12 CIP CONCRETE WALL, CONCRETE SPREAD FOOTING 24" WIDE x 12" 46" WIDE x 12" 30" WIDE x 12" ISSUED FOR CONST. PER 0 Z 3 � 1/3 1° H_, ■ oa3� w'ur CONSTRUCTION LOADS THE VAULT LID HAS BEEN DESIGNED TO CARRY THE "DESIGN LOADS" ONLY AFTER VAULT CONSTRUCTION IS COMPLETE, ALL DESIGN CONCRETE AND GROUT STRENGTHS HAVE BEEN ACHIEVED, AND ALL COVER HAS BEEN PLACED OVER THE VAULT WITHIN THE LIMITS SPECIFIED ON THIS DRAWING. "BOBCAT" OR OTHER LIGHT EQUIPMENT SHALL BE USED FOR PLACEMENT OF MATERIALS OVER THE VAULT LID. ALTERNATIVELY, ALLOWABLE UNIFORM LOADS ON THE BARE SL#RE(' IV'E�u BE OBTAINED FROM THE PLANK MFGR, CITY OF TL1KWILA DIMENSIONS & ELEVATIONS THE CONTRACTOR AND HIS SUBCONTRACTOR SHALL BE R FOR VERIFYING ALL DIMENSIONS AND ELEVATIONS SHOW DRAWINGS WITH THE CURRENT PERMITTED SET OF CIVIL AND SHALL NOTIFY BOTH THE CIVIL & STRUCTURAL ENG WRITING OF ALL DISCREPANCIES BETWEEN THE CIVIL D THESE DWGS PRIOR TO CONSTRUCTION. .. 317 REVIEWE MI O NTER FOR IANCE jet sikb`?i�}tl.,.{�u WOODSPRING SUITES TUKWILLA STORM WATER DETENTION VAULT O a O 2 as ca SHEET: S2 OF 3 S-17-029 SHEET eitZE 22x84 6" 6@6"o/c •J I 6" M. I I f TYP WALL SECT 3 SCALE 1/2"=1'-0" #6@8"o/c EA WAY BOT @ #6@16"o/c EA WAY TOP TYP (2)-#5 DIAG @ 4"o/c T. & B. EA SIDE OF OPENING. #4 STIRRUPS @4"o/c AS SHOWN (51-#7 TAB. CIP SLAB REINFORCING SCALE 3/8"=1'-0" r -I I 11 I ff fP ao '4, r —.).* CO0 0 0 : • ,(- « cr 0 2" +1/4" CLR, -0" 41) o 2'-4"/ / H., 1 1 I I 2 ' L / t 1, ,,:�` 1 1 1 1 \ 1 1 6" 6@6"o/c •J I 6" M. I I f TYP WALL SECT 3 SCALE 1/2"=1'-0" #6@8"o/c EA WAY BOT @ #6@16"o/c EA WAY TOP TYP (2)-#5 DIAG @ 4"o/c T. & B. EA SIDE OF OPENING. #4 STIRRUPS @4"o/c AS SHOWN (51-#7 TAB. CIP SLAB REINFORCING SCALE 3/8"=1'-0" r -I I 11 I ff fP ao '4, r —.).* CO0 0 0 : • ,(- « cr 0 2" +1/4" CLR, -0" 41) o 2'-4"/ / TYP WALL SECT 93 SCALE 1/2"4-0" O 0 •-Ic'I 0 0 TYP WALL SECT SCALE 1/2"4-0" N N #6@16"o/c EA WAY TOP (3) #6 IN CLOSURE POUR VAULT WALL EXTEND VERT REINF 11" INTO CIP LID KNEE WALL BEYOND CAST -IN-PLACE LID SECTION SCALE 1"=1'-0" 24" DIA ACCESS CLR = TYP^'-`" 2'-0" WIDE HATCH BEYOND (3) #6 IN CLOSURE POUR #6@8"o/c EA WAY BOT VAULT WALL SLAB BEAM VAULT WALL EXTEND VERT REINF 11" INTO CIP LID CAST -IN-PLACE LID SECTION SCALE 1"=1'-O" cV II #5x 20" @ EA VOID BLOCKOUT SHOW ON THE LID PLAN #4 STIRRUPS SEE PLAN FOR SPACING ,. 4"(±1/4" 3'-10" f TYP WALL SECT SCALE 1/2"=1'-0" 4'-0" WIDE PLANK r ,-r r PLAN VIEW 36" #5x '18" C CLOSURE TO WALL DOWELS @ 36"o/c. 38" #5 x 24' LID TO CLOSURE DOWELS @ EA PLANK. ELEVATION VIEW LID & WALL TO CLOSURE DOWELS AT PLANK VOID FILL SCALE 3/411=1'-0" WALL GENERAL KEYNOTES 101, PLANK TO BEAR 3" MINIMUM ONTO THE TOP OF THE CONCRETE WALL. SEE PLANK MANUFACTURER'S DRAWINGS FOR FINAL BEARING LENGTH. INSTALL BEARING PAD AS DETAILED ON THE PRECAST PLANK PLACEMENT DRAWINGS. 102. 12-1/2" THICK PRECAST HOLLOW CORE PLANK. 103. FINISHED GRADE, ELEVATION VARIES. SEE DESIGN CRITERIA ON SHEET S1 FOR APPROXIMATE SOIL DEPTHS OVER THE VAULT LID IN ADDITION TO THE CIVIL DWGS FOR FINAL GRADE ELEVATIONS. 104, 6"0 PERFORATED PVC FOOTING DRAIN WRAPPED IN FILTER FABRIC. SET IE=14.50 & ROUTE DRAIN TO DISCHARGE POINT AS SHOWN ON THE CIVIL DWGS. 105. PREENGINEERED DRAINAGE MATT TO EXTEND OVER THE HEIGHT OF THE WALL. SEE GEOTECHNICAL REPORT FOR MATERIAL SPECIFICATIONS. 106. 4" PVC RIBBED WATERSTOP w/ CENTER BULB AT ALL PERIMETER WALLS OF THE VAULT. INSTALL AT THE CENTER OF THE WALL, IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. 107. SEE FOUNDATION PLAN FOR GRADE SLAB REINFORCING. J co a • '.o 12" #4 x=14" SET @ CENTER OF VOID #5x 18" 1'-0" f 1 36" CLOSURE TO WALL DOWELS @ 36"o/c. PLAN VIEW 1'-O" HOLLOW CORE PLANK #5 @ CENTER OF VOID CELL BLOCKOUT 0 ELEVATION VIEW c) PERIMETER WALL WALL VERT REINF EXTENDING INTO CLOSURE 12" #4 x=14" SET @ ENTER OF VOID liEtnEEIZUIA2¢2£12F:ZnLiZinf r.:=12 LID & WALL TO CLOSURE DOWELS AT VOID BLOCKOUTS SCALE 3/4"=1'-0" WALL REINFORCING KEYNOTES 201. 8" THICK CONCRETE WALL REINF w/ #5@12"o/c HORZ & VERT, PLACE VERT REINF @ THE CENTER OF THE WALL. PROVIDE (2)-#5 CONT HORZ BARS @ THE TOP OF THE WALL, EXTEND VERT REINF 11" INTO LID CLOSURE POUR, 202, 8" THICK CONCRETE WALL REINF w/ #5@12"o/c HORZ & VERT. PLACE VERT REINF NEAR THE INSIDE FACE OF THE WALL. PROVIDE (21-#5 CONT HORZ BARS @ THE TOP OF THE WALL. EXTEND VERT REINF 11" INTO LID CLOSURE POUR WHERE POSSIBLE. 203. #5 FOOTING TO WALL DOWELS TO MATCH WALL VERTICAL REINFORCING SPACING. PROVIDE STD HOOK @ END OF BAR CAST INTO FOOTING. DOWELS SHALL BE EMBEDDED A MINIMUM OF 9" INTO 12" THICK FTG. & SHALL EXTEND INTO THE WALL 28" MIN, SEE 4/S1 FOR DOWEL PLACEMENT REQUIREMENTS. 204. #5x4' -O" PLACED SUCH THAT EACH 48" WIDE PLANK RECEIVES (2) BARS. LOCATE BARS IN VOIDS WITH POUR SLOTS AS SHOWN ON THE PRECAST PLANK PLACEMENT DWGS, PROVIDE ADDITIONAL BARS @ EACH PLANK IF REQ'D AND SHOWN ON THE PRECAST PLANK SHOP DWGS, 205, LID & WALL TO CLOSURE POUR AT BLOCKOUTS, SEE 7/S3 206. LID & WALL TO CLOSURE POUR AT VOID FILL. SEE 6/53 207. #5@18"o/c BOT. 208. (3)-#6 CONT IN CLOSURE POUR. LAP 48" @ ALL SPLICE LACATIONS. STAGGER SPLICE 10FT. 209. (2)-#5 CONT. IN CLOSURE POUR 210. #5@12"o/c BOT. 211. #5 LONG AS SHOWN. LAP 24" AT ALLAMPLO 212. (2) -#7x9' -O" @ 3"o/c 213, (2)-#5 x 4'-0" DIAGONA 214. PROVIDE (2)-#5 VERT E 215. (2)-#5 CONT AT TOP OF W L. 216. (2)-#5 CONT IN LID CLOSURE POUR 217. #4 @ 6" o/c VERT w/ 180 DEG HOOK & BOT. 218. (4)-#5x10'-0" PLACED IN THE TOP OF THE FOOTING EQUALLY SPACED ACROSS THE WIDTH OF THE FOOTING, CENTER REINF ON 4FT WIDE OPENING. MAX DOWEL & VERT REINF TO BE PLACED IN LINE DOWN THE LENGTH OF THE WALL jr ® o -00 0 0. DOWEL w/o_ VERT BAR SPLICE 3" MAX FTG TO _ WALL DOWEL VERT WALL REINF DOWEL & VERT REINF TO BE PLACED IN LINE DOWN THE LENGTH OF THE WALL O DOWEL w/o VERT BAR SPLICE FTG TO WALL DOWEL 0 0 ISSUED FOR CONST. PERMIT APP r) CO WOODSPRING DETENTION VAULT STORM WATER 0 0 a RECEIVED CITY OF TUKWIL MAR 1 5 2017 RE L CODE COMPLIANCE VERTPAV1ROVED REINF APR 12 2017 TYP. FTG DOWEL PLACEMENT -DETAIL, I,�alcw)la SCALE 1"=1'-O" BUILDING DIVISION Ht'�'�•�al.YYI2MM1Viamura.i A SHEET: S3 OF 3 S-17-029 saw sum 22x34 TBLOCK CGRD1281502 CS!T1281502 CUSD1281502 CUWS1281502 OTOP1281502 CNOT1281502 OLND1281502 ZONING TUC S87'19'50"W 11.58' 100-YR FEMA FLOODPLAIN APPROX. ELEV.=18.0 (ZONE AH) OHWM GRAVEL DISPERSION TRENCH D1 TOP=25.00 1E=23.33 LF=5OLF O2 GRAVEL DISPERSION TRENCH D2 TOP=25.00 IE=23.33 LF=50LF OUTFALL INSTALL 12" FLAPGATE WATERMAN AF-41 OR APPROVED EQUAL !E(12")=14.00 100-YR FEMA FLOODPLAIN APPROX. ELEV.=22.6 (ZONE AE) FS / AGL i ;try Fi C); 6i1 A . • or iti'/ Si:NC ON PL ./CH AY lVv.. [: ter: S8719 50"W 15.58' S16 34'09't 10.30' 115LF 12" SD S=0.50% -� /6" PERF. PVC FND. DRAIN .(TYP.) DAYLIGHT OUTFALL co TYP: = - S86 02'14'W _ 359.01' OFOI TYPE 1 W BEEHIVE GRATE STA 5+54.64, 16.74' RT RIM=24.00 IE(12'E)=21.80 N# W.S. ELEV.=23.50 BOT. ELEV.=22.50 MIN. BOT. AREA=324SF AN ARCHEOLOGIST SHALL BE ON SITE DURING PERIODS OF EXCAVATION OF DEPTHS GREATER THAN FIVE FEET UNLESS OTHERWISE AUTHORIZED BY THE CITY BASED ON AN ABSENCE OF FINDINGS. IN ALL CASES, THEY SHALL ADHERE TO AND FOLLOW THE PROCEDURES AND CRITERIA OF THE INADVERTENT ARCHAEOLOGICAL AND HISTORICAL RESOURCES DISCOVERY PLAN FOR KING COUNTY AS PROVIDED ON DRAWING C0.02. HOTEL ST I ' M DRAIN VAULT 36.67'Wx56'Lx9'D 14,112 CF LIVE STORAGE MAX. W.S.=21.58 IE (IN/OUT)=14.58 SEE DET. SHT. C3.20 PTN. OF SW 1/4 SEC 24, TWP 23N, R4E W.M. ZONING TUC S8519'2914_299�' -. 0F02 TYPE 1 W BEEHIVE GRATE ST t .96, 32.97' RT R!M=24. 75 IE(12'S)=21.55 IE(6'N)=22.05 Q. ZONING TUC STA 8+29.99, 0.22' RT RIM=25.57 !E(12-E)=20.57 1E(12'N)=20.57 IE(12"W)=20.57 APPROX. EARTHWORK QUANTITIES 0 0 N OF03 TYPE 1 W BEEHIVE GRATE STA 8+95.49, 32.51' RT RIM=25.50 IE(12'W)=21.30 EARTHWORK QUANTITIES WERE ESTIMATED USING A GRID VOLUME METHOD AND AUTODESK AUTOCAD CIWL3D SOFTWARE. THE FOLLOWING VALUES ARE APPROXIMATE AND PROVIDED TO ILLUSTRATE GENERAL EARTHWORK EFFORTS BASED ON AVAILABLE SURVEY AND DESIGN DATA EXCLUDING ESTIMATES OF STRIPPING, VAULT, FOUNDATION, AND PAVEMENT QUANTITIES: FILL: 2,800 CY CUT• 650 CY NET. 2,150 CY (FILL) THESE VALUES ARE NOT FOR CONSTRUCTION BID PURPOSES. THE CONTRACTOR SHALL USE THEIR OWN MEANS AND METHODS TO ESTIMATE EARTHWORK QUANTITIES. NOTE: 1. THE STORM DRAIN VAULT SHALL BE STRUCTURALLY DESIGNED TO SUPPORT THE REQUIRED FIRE TRUCK OUTRIGGER LOAD OR THE PAVED SURFACING COVERING THE VAULT SHALL BE PAINTED WITH YELLOW STRIPING AND STENCILED TEXT: "NO OUTRIGGER LOADING" SEE STRUCTURAL PLANS AND DETAILS IN SEPARATE BUILDING PERMIT. 2. STRUCTURAL SOILS CONFORMING TO THE SPECIFICATIONS OF TMC 18.28.240.B.3.A ARE REQUIRED AT ALL TREE INSTALLATIONS AT PLANTER AREAS WITHIN THE PARKING LOT AND ADJACENT TO SIDEWALKS AS SHOWN ON THIS PLAN. THE METHODS OF INSTALLATION, MATERIAL SPECIFICATIONS, AND DIMENSIONAL REQUIREMENTS OF THE STRUCTURAL SOIL AREAS SHALL BE PER THE TYPICAL STRUCTURAL SOIL SECTION DETAIL ON DRAWING C0.02 AND RELATED PLANTING DETAILS AND STANDARDS PROVIDED IN THE ACCOMPANYING LANDSCAPE PLANS. 1 1 5 SITE BOUNDARY BIORETENTION # W.S. ELEV.=24.75 BOT. ELEV.=23.75 MIN. BOT. AREA=960SF 6.25 1 1 1 S86702'14"W 220.00'. • 0,> RI ' ' ENTION #3 W.S. ELEV.=25.50 BOT. ELEV.=24.50 MIN. BOT. AREA=96SF `Sa CONSTRUCTION NOTES 1 0 0 0 0 0 APPROX. GRADING DAYLIGHT LINE GRAVEL DISPERSION TRENCH, SEE DET SHT C3.10 6" PVC FOR BLDG. DRAIN CONN., S=1.0% MIN. STORM DRAIN CLEANOUT. INVERT ELEV. PER PLAN TYPICAL BIORETENTION FACILITY PER DET, ON SHT. C3.10 PIPE OUTLET PROTECTION PER DET. ON SHT. C3.10 LEGEND 20X FT= 500.0d SD Li • RO - no FG SPOT ELEV. PAVEMENT SURFACE GRADE GRADE BREAK FINISH FLOOR ELEV. EXISTING TOPOGRAPHIC CONTOUR PROPOSED GRADING CONTOUR STORM DRAIN PIPE SD CATCH BASIN CLEANOUT ROOF DRAIN STRUCTURAL SOIL AREA SEE NOTE 2 AND DET. ON SHT. C0.02 SSMI /17252 1 rn CI; Nooti•-- -.. • • SOUTH 158TH ST. -PILE CCPY Ftr n.tii - HOIZONTAL DATUM NAI 83/2011 WA STATE PLANE NORTH VBTICAL DATUM NAD 88 'It... ,� tt i Nta L Vi 3iON RECEIVE .. tj OF .1 UK •_itiMFT CF 30 60 IN FEET Know what's below. Call before you dig. n r W U a 0 to 5 BUILDING PERMIT SUBMITTAL w 0 CO ti 0 z PUBLIC WORKS PERMIT GRADING AND DRAINAGE PLAN WASHINGTON STATE CITY OF TUKWILA CLIENT WEST 77 PARTNERS 10620 NE 9TH PL BELLEVUE, WA 98004 PHONE: 425-974-7078 FAX: 425-467-1073 CP 1 CONSULTANTS Site Planning . Civil Engineering Land Use Consulting . Project Management 11431 Willows Rd. NE. Suite 120 Redmond, WA 98052 Phone: (425) 2852390 I FAX: (425) 285.2389 www.cphconsultants.com PROJECT NO. 0128-15-002 DRAWING C3.00 5 , SHEET 10 OF 25 i CtJv 5128/502 010P1281502 n 1 CC�r`:D"128,5�.07� CURD 12815 02 TaOCK t:; 71T1281ROE? STA 6+47.54, 29.20' LT z STA 6+47.!56, 26.80' RT INSIDE WAIL PTN. OF SW 1/4 SEC 24, TWP 23N, R4E W.M. 0 20 40 DETENTION SUMMARY CHART STORM EVENT PEAK RATE RUNOFF (CFS) VOLUME STORAGE REQUIREMENTS (CF) PRE -DEVELOPED DEVELOPED DEAD LIVE DESIGNED AS -BUILT 2 0.0424 .0322 N/A 2,840 2,840 - 10 0.0803 .0583 N/A 8,684 8,684 - 100 0.1115 .0945 N/A 14,132 14,132 - SEE STRUCTURAL PLANS FOR ADDITIONAL VAULT DETAILS AND SPECIFICATIONS 29' PLAN IN FEET NOTES: 1. VAULTS AND ALL APPURTENANCES SHALL MEET THE STRUCTURAL REQUIREMENTS FOR OVERBURDEN SUPPORT UNDER A MINIMUM HS -20 TRAFFIC LOADING WITH ANY SPECIAL PROVISIONS 'OF THE STRUCTURAL PLANS AND DETAILS, INCLUDING OUTRIGGER LOADING AS MAY BE REQUIRED. 10' 6" PERF. PVC FWD. DRAIN (TYP.) DAYLIGHT OUTFALL PLAN - DETENTION VAULT L - NOTES: 1. REF. STRUCT. PLANS FOR ADD770NAL DIMENSION AND ELEVATION INFORMATION. 2. ALL DIMENSIONS AND LOCATION CONTROL (NORTHING/EASTING) REFERENCE INSIDE WALL FACE OF VAULT UNLESS NOTED OTHERWISE. SCALE: AS NOTED SURFACE ACCESS: STANDARD MANHOLE RING AND SOLID COVER (LOCKING) MARKED DRAIN, SURFACE ACCESS, LOCATION PER PLAN VIEW THIS SHEET CAST -IN-PLACE REINF. CONC. VAULT w/POURED OR HOLLOW CORE PLANK LID FINISHED GRADE (TYP.) 12" MIN. TOP=22.08 IE(OU T). =14.58 :-t ,Y 1 ti 4 7 y° A 4 4, TOP (OPEN)=21.58 FLOW ILO OUTFALL BOT.=14.08 1" DIAM. ORIFICE SECTION ,t i; l�J 1.00" DIAM. ORIFICE, IE=20.58 18" DIAM. RESTRICTOR RISER POLY STEPS PER COT STD. DET. DS -10C 6" DIAM. LIFT GATE 100 -YR WS=21.59 50 -YR WS=18.89 2 -YR WS=15.99 TOP RISER = 21.58 DETENTION LIVE POLY STEPS PER COT STD. DET. DS -10C IE(OUT)=14.58 6" SED./DEAD STORAGE Q z SQ. R d a A ,a SUITABLE COMPACT NATIVE OR IMPORT STRUCTURAL FILL MATERIAL 56.0' 6" MIN. DEPTH GRAVEL FOUNDATION MATERIAL PER WSDOT 9-03.12(1)B OR AS SPECIFIED BY PROJECT GEOTECHNICAL OR STRUCTURAL ENGINEER L 1 2. ALL METAL PARTS SHALL BE CORROSION RESISTANT STEEL PARTS SHALL BE STAINLESS STEEL, OR EQUIVALENT. .3. A CONTINUOUS PVC OR HYDROPHILIC WATER STOP SHALL BE INSTALLED AT ALL CAST -IN-PLACE CONCRETE CONSTRUCTION OR EXPANSION JOINTS. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH MANUFACTURER DATA FOR THE SPECIFIC TYPE AND MODEL OF WATER STOP PROPOSED FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. 4. THE 5x10' VAULT ACCESS OPENING SHALL BE INSTALLED AT THE LOCATION SHOWN ON THIS PLAN IN ACCORDANCE WITH ANY ADDITIONAL PROVISIONS OF THE ACCOMPANYING STRUCTURAL PLANS AND DETAILS. THIS OPENING SHALL HAVE A PRE -MANUFACTURED UD INSTALLED FLUSH WITH ADJACENT FINISHED GRADES. THE TYPE OF COVER MAY BE A REMOVABLE GRATE, SPRING-LOADED HATCH, SOUD, OR EQUIVALENT COMBINATION THAT PROVIDES A CLEAR OPENING OF 5'X10: THE LID SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS FOR THE SAME STRUCTURAL LOADING CONDITIONS AS THE ASSOCIATED VAULT AS PROVIDED ON THE STRUCTURAL PLANS. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH MANUFACTURER AND SUPPORTING STRUCTURAL DESIGN DATA TO CONFIRM THESE DESIGN PARAMETERS FOR THE ACTUAL 711E AND MODEL OF THE VAULT ACCESS PROPOSED FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. 5. RIM ELEVATIONS SHALL BE ADJUSTED AS REQUIRED TO ACCOMMODATE ACTUAL ACCESS LOCATIONS AND FINISHED GRADE CONDITIONS. 6. ALL UNSUITABLE SOILS SHALL BE REMOVED FROM FOOTPRINT OF VAULT AND TO A DISTANCE BEYOND THE VAULT EQUAL TO THE DEPTH OF OVER EXCAVATED MATERIAL IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, AND AS DIRECTED BY THE ENGINEER. ACL UNSUITABLE MATERIAL SHALL BE REPLACED WITH SUITABLE COMPACT STRUCTURAL FILL MATERIAL _ GRAVEL WALL DRAIN: CLEAN GRAVEL BACKFILL MATERIAL PER WSDOT 9-03.12(2) CONT. 6" PERF. PVC DRAIN IN GRAVEL BACKFILL AT VAULT FOOTING, DAYLIGHT OUTFALL NOT TO SCALE CELL DIVIDER WALL - SEE STRUCTURAL PLANS/DETAILS (TYP.) SURFACE ACCESS: STANDARD MANHOLE RING AND SOLID COVER (LOCKING) MARKED DRAIN, SURFACE ACCESS, LOCATION PER STRUCTURAL PLAN, SEE NOTE 5 FINISHED GRADE (TYP.) J 12" MIN. -1 ° 4 18' 5x10' VAULT ACCESS pFLOW FROM OF01 PROVIDE POLY DROP RUNG STEPS OR LADDER SECURED TO VAULT WALLS AT ALL ACCESS LOCATIONS, SEE STRUCTURAL PLANS IE=BOT. FTG. SEE STRUCT. PLANS (TYP.) SECTION u IE(IN)=19.00 ELEV.=14.58 LEVEL 6" SED./DEAD STORAGE ° 18' LEVEL Af � IE(IN)=17.00 ° 4 s ttst r� r 36.67' t_t TOP=22.08 CAST -IN-PLACE CONC. VAULT FLOW FROM CB5 BOT. =14.08 CONT. 6" PERF. PVC DRAIN IN GRAVEL BACKFILL AT VAULT FOOTING, DAYLIGHT OUTFALL NOT TO SCALE (/) LU (in 0 z ISL.. cf)cL 0 0 0 RECEIVED ITY OF TUKWILA MAR 1 5 2017 ERMIT CENTER AN ARCHEOLOGIST SHALL BE ON SITE DURING PERIODS OF EXCA VA TION OF DEPTHS GREATER THAN FIVE FEET UNLESS OTHERWISE AUTHORIZED BY THE CITY BASED ON AN ABSENCE OF FINDINGS. IN ALL CASES, THEY SHALL ADHERE TO AND FOLLOW THE PROCEDURES AND CRITERIA OF THE INADVERTENT ARCHAEOLOGICAL AND HISTORICAL RESOURCES DISCOVERY PLAN FOR KING COUNTY AS PROVIDED ON DRAWING C0.02. ttq REVIEWED F CODE COMPLI APPROV APR 12 2 n14y nf Tt r!s aINC IDIVISiON BUI mow what's below. Call before: you'. dig. C•pyright ® 2016 CPH Consultants, LLC. All Rights Reserved. CLIENT WEST 77 PARTNERS 10620 NE 9TH PL BELLEVUE, WA 98004 PHONE: 425-974-7078 FAX: 425-467-1073 CP CONSULTANTS Site Planning • Civil Engineering Land Use Consulting • Project Management 11431 Willows Rd. NE, Suite 120 Redmond, WA 98052 Phone: (425) 285-2390 I FAX: (425) 285-2389 www. cphconsultan ts. corn PROJECT NO. 0128-15-002 DRAWING C3.20 SHEET 12 OF 25