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Permit D18-0309 - ELEMENT BY WESTIN - UNDERGROUND PANEL DETENTION VAULT
ELEMENT BY WESTIN - VAULT 515 INDUSTRY DR Apn: 0223400070 FINALED 04/20/2021 D18-0309 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0223400070 515 INDUSTRY DR Project Name: ELEMENT BY WESTIN DEVELOPMENT PERMIT Permit Number: 018-0309 Issue Date: 5/10/2019 Permit Expires On: 11/6/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: TUKWILA HOTEL GROUP LLC 1735 SOUTH 19TH AVENUE SUITE B , BOZEMAN, WA, 59718 ZAYIN WALL 18215 72ND AVE S , KENT, WA, 98032 KEY CONSTRUCTION INC 741 WEST SECOND ST N , WICHITA, KS, 67203 License No: KEYCOCI941R1 Lender: Name: Address: /I/ Phone: (425) 251-6222 Phone: (316) 263-9515 Expiration Date: 10/27/2020 DESCRIPTION OF WORK: CONSTUCTION OF AN UNDERGROUND PANEL DETENTION VAULT TO DETAIN THE ON-SITE STORM WATER PRIOR TO RELEASE TO THE CITY STORM SYSTEM. CAST IN PLACE VAULT 184 -FT LONG VAULT. Project Valuation: $380,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $12,378.42 Occupancy per IBC: U Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: / Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the sm e 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: 'r - V -- Date: cAM 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: 4: Vault and lid to comply with structural loading requirements document attached. 1: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 2: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 3: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 5: ***BUILDING PERMIT CONDITIONS*** 6: 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. 7: 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. 8: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 9: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 10: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 11: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. f --"\ 12: 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. 13: 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. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 15: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 18: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 19: 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. 20: ***PUBLIC WORKS PERMIT CONDITIONS*** 24: Applicant shall contact PW at 206 433-0179 to schedule a mandatory pre -construction meeting with Mr. Scott Moore, Public Works Inspector. 21: The underground vault shall be installed per geotechnical requirements in accordance with Earth Solutions NW September 12, 2018 Geotechnical Study and February 12, 2019 Response to Review Comments letter. 22: Earth Solutions NW,LLC geotech report recommends placing a woven geotextile such as Mirafi 500X/H2Ri on the subgrade and 18 inches of crushed rock for a working base/leveling pad under vault foundations and installing a perimeter drain pipe at or above the static water/dead storage level. 23: After installation vault has to be cleaned inside. Prior to final permit sign -off the geotech engineer of record shall certify in writing that the subject vault was installed in accordance with the geotech requirements. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL -WELD 4039 SI -SEISMIC RESTIST 4035 SI -SOILS 4004 SI -WELDING 5090 STORM DRAINAGE CITY OF TUKJ 1A Communiry Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Per►...: No. D18-0309 Project No. Date Application Accepted: 9/27/18 Date Application Expires: 3/27/19 (For once use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 515 Industry Drive Tenant Name: Element by Westin PROPERTY OWNER Name: TUKWILA. HOTEL GROUP, LLC Address: 1735 S 19TH AVE, SUITE B City: BOZEMAN state: MT Zip: 59718 CONTACT PERSON — person receiving all project communication Name: Zayin Wall, Barghausen Engineers Address: 18215 72nd Avenue South City: Kent State: WA Zip: 98032 Phone: (425) 251-6222 Fax: (425) 251-8782 Email: zwall@barghausen.com GENERAL CONTRACTOR INFORMATION Company Name: KEY CONSTRUCTION Address: 741 W 2ND ST N. City: WICHITA State: KS Zip: 67203 Phone: (316) 263-9515 Fax: Contr Reg No.: KEYCOCI941 RJ Exp Date: 12/31/2018 Tukwila Business License No.: BUS -0998812 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 022340-0070 Suite Number: Floor: New Tenant: 0 Yes ..No ARCHITECT OF RECORD Company Name: Johnson Braund, Inc. Architect Name: Seth Terry Address: 15200 52nd Ave S City: Seattle State: WA Zip: 98188 Phone: (206) 766-8300 Fax: (206) 766-8080 Email: setht@johnsonbraund.com ENGINEER OF RECORD Company Name: Barghausen Consulting Engineers Engineer Name: Daniel K. Balmelli Address: 18215 72nd Avenue South City: Kent State: WA Zip: 98032 Phone: (425) 251-6222 Fax: (425) 251-8782 Email: dbalmelli@barghausen.com LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: NOT AVAILABLE AT THIS TIME Address: City: State: Zip: Page 1 of 4 rBUILDING PERMIT INFORMATIOD" `206-431-3670 Valuation of Project (contractor's bid price): $ 380,000 1 Existing Building Valuation: $ 0 Describe the scope of work (please provide detailed information): Construction of an underground panel detention vault to detain the on-site storm water prior to release to the city storm system. 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 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplications On Line \2011 Applications\Permit Application Revised - 8-9-1 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 1st Floor 2 Floor 3 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 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 [PUBLIC WORKS PERMIT INFOr 'ATION — 206-433-0179 hz- Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ID ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Analication (mark boxes which aoDlv): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis 0 ...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 O .. Pavement Cut ❑ .. Looped Fire Line If 0 .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # 0 ... Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\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 OWNER OR AUTHORIZ D AGENT: Signature: Print Name: Tim Wilson Mailing Address: P.O. Box 11890 Bozeman, MT H:\Applications\Forms-Applications On Line \2011 Application\' mit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Date: 09/19/2018 Day Telephone: (303) 817-5844 Bozeman City MT 59719 State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $72.10 D18-0309 Address: 515 INDUSTRY DR Apn: 0223400070 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R17634 R000.345.830.00.00 1.00 $70.00 $72.10 Date Paid: Friday, May 10, 2019 Paid By: ALMA JEFFS Pay Method: CREDIT CARD 036420 Printed: Friday, May 10, 2019 1:28 PM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 05/10/2019 01:28:30 PM CREDIT CARD SALE VISA CARD NUMBER: **********4633 K TRAN AMOUNT: $72.10 APPROVAL CD: 036420 RECORD #: 000 CLERK ID: Rachelle X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 05/10/2019 01:28:30 PM CREDIT CARD SALE VISA CARD NUMBER: **********4633 K TRAN AMOUNT: $72.10 APPROVAL CD: 036420 RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $9,726.32 D18-0309 Address: 515 INDUSTRY DR Apn: 0223400070 $9,726.32 Credit Card Fee $283.29 Credit Card Fee R000.369.908.00.00 0.00 $283.29 DEVELOPMENT $8,994.56 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $2,500.00 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $2,500.00 PERMIT FEE R000.322.100.00.00 0.00 $3,969.43 PLAN CHECK FEE R000.345.830.00.00 0.00 $0.13 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $198.47 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R17596 0.00 $198.47 $9,726.32 Date Paid: Wednesday, May 08, 2019 Paid By: TIMOTHY WILSON Pay Method: CREDIT CARD 05468G Printed: Wednesday, May 08, 2019 9:10 AM 1 of 1 SYSTEMS 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 05/08/2019 09:08:48 AM CREDIT CARD SALE VISA CARD NUMBER: **********3824 K TRAN AMOUNT: $9,726.32 APPROVAL CD: 05468G RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT I QUANTITY PAID $23,943.38 D18-0309 Address: 345 INDUSTRY DR Apn: 0223400070 $2,580.00 DEVELOPMENT $2,580.00 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,580.00 PW18-0140 Address: 515 INDUSTRY DR Apn: 0223400070 $21,363.38 PUBLIC WORKS $21,363.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $21,064.13 GRADING PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R15502 R000.345.830.00.00 0.00 $49.25 _; $23,943.38 Date Paid: Thursday, September 27, 2018 Paid By: TUKWILA HOTEL GROUP Pay Method: CHECK 1053 Printed: Thursday, September 27, 2018 1:06 PM 1 of 1 SYSTEMS Permit Number: D18-0309 Permit Inspections City of Tukwila Applied: 9/27/2018 Approved: 5/10/2019 Issued: 5/10/2019 Finaled: 4/20/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: ELEMENT BY WESTIN - VAULT Site Address: 515 INDUSTRY DR City, State Zip Code:TUKWILA, WA98188 Applicant: ELEMENT BY WESTIN Owner: TUKWILA HOTEL GROUP LLC Contractor: KEY CONSTRUCTION INC CONSTUCTION OF AN UNDERGROUND PANEL DETENTION VAULT TO DETAIN THE ON-SITE STORM WATER PRIOR TO RELEASE TO THE CITY STORM SYSTEM. CAST IN PLACE VAULT 184 -FT LONG VAULT. Printed: Thursday, 09 September, 2021 1 of 4 i1 SUPERION (MCP INSPECTIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS SI -SOILS Bill Centen Notes: SI -WELDING Bill Centen Notes: SI -CONCRETE CONST Bill Centen Notes: SI-REINF STEEL - WELD Bill Centen Notes: FOOTING DRAINS Bill Centen Notes: SI-EPDXY_EXP CONC gill Centen Notes: SI -SEISMIC RESTIST Bill Centen Notes: II FOUNDATION WALLI Bill Centen I I Notes: Printed: Thursday, 09 September, 2021 1 of 4 i1 SUPERION Permit Inspections City of Tukwila Printed: Thursday, 09 September, 2021 2 of 4 5.,'Eq ON PUBLIC WORKS FINAL Scott Moore Notes: 5/23/2019 PM 5/23/2019 PUBLIC WORKS PRE -CON Eric Pritchard APPROVED eTRAKiT Inspection Request Notes: 5/22/2019 1:46 PM Al Jeffs Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com 5/24/2019 PM 5/24/2019 FOOTING Lee Sipe NOT APPROVED eTRAKiT Inspection Request Notes: 5/22/2019 1:42 PM Al Jeffs Need a late PM inspection, special inspector will be onsite @ 3:00 PM Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com Inspected mat reinforcing.Need special Inspection report. 6/7/2019 AM 6/7/2019 SI -CAST -IN-PLACE Bill Centen APPROVED eTRAKiT Inspection Request Notes: 6/4/2019 2:29 PM Al Jeffs Need a PM inspection for the re -steel at the foundation walls Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com 6/5/2019 1:40 PM Al Jeffs Inspect the re -steel for the vault walls Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com 6/5/2019 1:47 PM Al Jeffs Inspect the re -steel for the retention vault walls Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com 6/5/2019 1:56 PM Al Jeffs Re -steel inspection for the vault foundation walls Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 Printed: Thursday, 09 September, 2021 2 of 4 5.,'Eq ON Permit Inspections City of Tukwila e -Mail: apjeffs@keyconstruction.com 6/7/2019 6/7/2019 FOOTING Bill Centen APPROVED Notes: 6/7/2019 - BC *Received special inspector's report for Mono poured slab - Approved per S.I. 6/7/2019 - BC *Received special inspector's report for Mono poured slab - Approved per S.I. 6/7/2019 6/7/2019 FOUNDATION WALL Bill Centen PARTIAL APPROVAL Notes: 6/7/2019 - BC *Perimeter Vault Foundation walls and Interior WB walls - Ok to pour° - 4' 6/17/2019 PM 6/17/2019 SI-REINF STEEL - WELD Russell Steinike NOT APPROVED eTRAKiT Inspection Request Notes: 6/14/2019 2:13 PM Re -steel inspection for interior walls Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com Not ready, called in error. 7/5/2019 AM 7/5/2019 SI -CONCRETE CONST Russell Steinike PARTIAL APPROVAL eTRAKiT Inspection Request Notes: 7/1/2019 3:17 PM Al Jeffs AM re -steel inspection for vault lid. Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com Partial for Vault Lid ONLY! 12/26/2019 Any 12/26/2019 BUILDING FINAL** Bill Centen NOT APPROVED eTRAKiT Inspection Request Notes: 12/25/2019 10:26 AM Al Jeffs Contact Name: Al Jeffs Site Address: 515 INDUSTRY DR Phone: 3163035123 e -Mail: apjeffs@keyconstruction.com 12/26/2019 - BC 1. Will need Public Works Final approval. 2. Provide "Final Letter of approval" for all special inspections. 3. Need Fire Final. 4. Call for Building Final when all items have been approved. Printed: Thursday, 09 September, 2021 3 of 4 5, -'ER ON Permit Inspections. City of Tukwila 11/19/2020 11/19/2020 STORM DRAINAGE Eric Pritchard APPROVED Notes: Connections at inlet and outlet were inspected and approved. Flow control restriction tee was inspected and approved. All other site storm drainage will be approved under Permit D18-0140. 11/19/2020 11/19/2020 PUBLIC WORKS FINAL Eric Pritchard NOT APPROVED Notes: Permit conditions state: " After installation vault has to be cleaned inside. Prior to final permit sign -off the geotech engineer of record shall certify in writing that the subject vault was installed in accordance with the geotech requirements." 4/16/2021 4/16/2021 FIRE FINAL AARON JOHNSON APPROVED Notes: Approved, all markings are present for vault in parking lot. 4/16/2021 4/16/2021 BUILDING FINAL** Lee Sipe NOT APPROVED Notes: Need PW, Fire final 4/19/2021 4/19/2021 PUBLIC WORKS FINAL Scott Moore APPROVED Notes: ready to final need to make sure all the paper r\wok ins in from Joanna 4/20/2021 AM 4/20/2021 BUILDING FINAL** Lee Sipe APPROVED Al Jeffs - 316-303-5123 Notes: Printed: Thursday, 09 September, 2021 4 of 4 I, i1 SUPERION To 163' 8' OVERALL 187.0' INSIDE CLEAR 86'-10' 88'-10' 11' TYP 9' WALLS TYP 07 '1 1 0 0-23' TOPS & BASES TYP 3 / =J / / 4-0' SUMP 18'43a SIDE & CENTER WALLS TYP ` = = = = TYP = � � c= 'lE p = 1 == _ _.= = = PLAN VIEW SCALE: 11 r 1'40' >< = = mac = _ 6-0•1( 10'-0' ACCESS HOLE $ c c = a 2413 ACCESS HOLE (8)S PIECE DETAILS U UTu U E 13 W,L_JI)R U UTu u LTU U UTU U U T II 1 1J TU U W i 111,W Ti UTu u u uTu U UTu U u UTU U P-1 I F 48'x48'x18'SUMP (80) TOPS: (6) (20) (23) (60) END WALLS: SIDE WALLS: CENTER WALLS: BASES: (168) PIECES TOTAL (34) 75 25,380 lbs (2) 'TV 24,760 lbs (17) IT 24,760 lbs (2)'18' 24,810 lbs (1) 19' 24,810 Ibs (1) 110 24,810bs (1)T11'24,810lbs (1)112'24,81088 (1) T13' 16,810 lbs (3)'E1'12,6501bs (1)'E712,27088 (1)'E3'12,430bs (1)'E4'12,480bs (18)'W1' 15,830Ibs (1) WP 15,530 lbs (1)'W3' 15,530 lbs (18)'01' 15,830 lbs (2)'CZ 13,020 8 s (2)'B1' 18,690 On (1)'83' 18,890 lbs (1)'04' 18,890 bs (36)'B518,690 bs (2)'8017,690 lbs (18) BT 17,690 bs A REVISION UPDATED TOP QTY & ADDED HOLES PER CUSTOMER DESCRIPTION VIEW A SCALE IHS'=1'-0' CONCRETE fe: REBAR fy: VEHICLE LOAD: TRAFFIC DIRECTION: SOIL COVER WEARING SURFACE: WATERTABLE BELOW GRADE - DESIGN: WATERTABLE BELOW GRADE -BUOYANCY SOIL DENSITY r SATURATED SOIL DENSITY Ts: 7000 pd 60,000 pd PERPEN 1.083 ft 0.250 ft 7.750 It 19.500 ft 120.00 pd 120.00 pd BUOYANT SOIL DENSITY Tb: SOB. FRICTION ANGLE LATERAL SOIL PRESSURE ABOVE WATERTABLE: LATERAL. SOIL PRESSURE BELOW WATERTABLE: PEAK GROUND ACCELERATION PGA: SITE FACTOR FRP: (SITE CLASS D) IK: (.5 FP01) INTERIOR HEIGHT OF WATER ULTIMATE SOB. BEARING PRESSURE ALLOWABLE SOIL BEARING PRESSURE SOB. SPRING CONSTANT: 57.60 pd 30.00 deg 60.0 pd 288 pd 0.60 g 1.000 ft 0.298 g 7.000 ft 12,000 pat 4,000 pd 83.33 pd 118- 6309 FILE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION RECEIVED MAR i8 2:;-19 TUKWILA ,PUBLIC WORKS CORRICY04 RECEIVED CITY OF TUKWILA MAR 0 1 2019 PERMIT CENTER 0 P.O. RO1(E!! AIBl10{WA 00071480 PHONES0040-1538 FAX 56}756ND1 Oldcastle Precast THIS DOCUMENT IS THE PROPERTY OF OLOCASTLE PRECAST, INC. IT 15 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED WPM WAY RUMOUR TOTHEDR6ESIeOF,ORMIDOUTI1EWRITTEN 180OSIDNOPQDOVRE PREGVT.BC. COPYRIGHT 0 5016 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT 187-0'x87-0'xT-8'INSIDE ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE MED DRAWN 10)03118 PS EBH DRAWING NUMBER E NiNE9t SCH 010-S150818-001 CHE MNF9 KNISONA REV E 012719 SAWS O ETH S150818 SHEET 1OF44 .1, EL27.17 - EL 25.00 EL 17.33 Y d 60'3' T ❑ `�I I ti! ❑ - S 1 1 1 111 1! 81'3• 1 T 11 11 ' S 41'.9' INTERIOR WALL OPENING (2) PLACES 8 11 11 ` II O-� (0 O CONTRACTOR TO PLACE CONCRETE TO CREATE SLOPED FLOORS PER CIVIL PLAN ELEVATIONS i 21'.41 3a 22'0 HOLE FOR A 15'0 PIPE IE 21.51 18'-136 III LI t t U U1 'i U Lla____,Ll 11 18'0 x 175' SADDLE FORA 170 PIPE IE 22.82 VIEW D SCALE 1/16• =1•-0• 8 REVISED NOTE TO SLOPE FLOOR REVISION DESCRIPTION BY 25'0 HOLE FOR A 18'0 PIPE IE 20.50 VIEW C SCALE: 1/16-.1.4. CONTRACTOR TO PLACE CONCRETE TO CREATE SLOPED FLOORS PER CML PLAN ELEVATIONS 270 HOLE FOR A 150 PIPE IE 21.51 38-33 5.0 / OPENING VIEW 8 SCALE: 1/16• =1'4' 18'0 HOLE FOR A 170 PIPE IE 20.30 D /.?•*- 030 7 RECEIVED CITY OF TUKWILA MAR 0 2 2019 PERMIT CENTER i REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION Oldcastle Precast° PA.BOHM! AUBUW(WA 180714538 PICE8003121530 FAX 257.776441 THIS DOCUMENT 18 THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY. AND SHALL NOT BE USED M NM WAY NUMMI TOTE MIEREEiBOF.ORIIIMCDTTIENTBTTBIPERMMSIONOFgOCASTIE PRECAST, INC. COPYRIGHT 0 2111 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT CUSTOMER LAYOUT CONTINUED ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE SALES DRAM 10/03/18 PS EBH DRAWING MASER 010-5150818-001 ENGINEER SOH CHEGICED REVISION 8 01128/19 SALES ORDER S150818 MEET REV DATE 2 DF44 8- E1 E3 E2 0 .. 1 T9 - nom.. T5 1 - .. .. T5 1 .. - .. T5 1 - Om ••• T5 1 . .. .. T5 1 - — — T5 1 MO OM- , T5 1 NM — T5 1 _ MI0 T11 1 a elk MI- T5 No AM- T5 am — T5 - .. .. T5 a .. ... T5 - En .• T5 . _ /.- T5 Ws am- T5 MO- T5 — T13 .06 1 C1 i oT6 1 1 T7 1 T7 1 T7 1 T7 1 T7 1 T7 1 T7 T7 O T8 1 T7 1 T7 1 T7 1 T7 1 T7 1 T7 1 T7 1 T7 1 T7 1 , T60 1 1 T10 1Q- - - T5 - - - T5 - - - T5 - - - T5 - - - T5 - - - T5 - _ 1 T5 - - - 1 T5 - - - 1 T12 - Q - 1 T5 - - - 1 T5 - - - 1 T5 - - - 1 T5 - - - 1 T5 - - - ! T5 - - 1 T5 - _ - 1 T5 _ - - 1 T5 _ - - 1 T9 - OI TOPS SCALE: 1116'=1'-0' L am I 6 m - W1 C2 .. . r — — .. W1 C1 . .. ,�.,r ,. W2 C1 r . m m _ W1 C1 . .. s. W1 C1 r . WY— s — W1 C1 i IF .c r ,mac, W3 C1 r . o W1 C1 W1 C1 W1 C1 1 i 6 C1 C1 C1 C1 C1 C1 C1 C1 C1 C2 ' W1 W1 W1 W1 W1 W1 W1 W1 W1 W1 1 A REVISION UPDATED TOPS & ADDED HOLES PER CUSTOMER DESCRIPTION WALLS SCALE 1/16' =1'-0' RECEIVED CITY OF TUKWILA MAR 07 2019 PERMIT CENTER E4 E1 E1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION PALMERCill RUMBA WA 8107185!8 PHONESODSM46M1 FM 263-73542S1 Oldcastle Precast TNIB DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. ITIS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NANYWAY INJURIOUS TOTIENIERSISOF, ORIWIMIRTXEBRITON PERMS= OF=CODE PRECAST, INC. COPYRIGHT O 0018 OLDCASTLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOPS & WALLS LAYOUT ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION WE SALES DRAWN 1W03/18 PS EBH DRAINNSKIVER 010-S150818-001 EMODEER SCH CHEMED RENON A MOE 011 /19 SALES ORDER 5150818 MEET 3 OF 44 bid 0309 F. 1 B1 B5 B5 B5 - B5 0 B5 a 0 B5 a B5 B5 B5 B5 B5 B5 B5 B5 B5 B5 - a B5 Y a B5 I a a 1 B3 a a i a a 1 B6 '- IS O B7 - IN a B7 a B7 __ ■ B7 B7 - a B7 - - a a B7 - a a B7 a IN B7 a a B7 - - B7 a a B7 - a a B7 - a a B7 a a B7 - B7 B7 B7 a— ---o., B6 a t I B4 • a B5 . 1 .a,= • • B5 %.. 1=® a B5 1— a a B5 T� — ® a B5 1* B5 IL.. ...= .1 • B5 - 1 a a B5 m.. 1 r Si B5 Tim 1 s B5 1- a • B5 1- a B5 II.. 1- o B5 T a a B5 a B5 1- a o B5 • o B5 - B5 T� 1. a B1 1 REVISION DESCRIPTION BASES SCALE 1/16' =f -o• RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED 11AR 22 2019 City of Tukwila BUILDING DIVISION Oldcastle Precast 2.0.102 92.2111"214 WA SIONASBB PNDIE:BDB '1.00 FAX 2107204 1 THIS DOCUMENT 10 THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USE0 NANYWAY OMINOUS TOTHE INTERESTS OF, ORWONOUTTHE WRITTEN PMNISSIONOF=CA01ME PRECA8T,NC. COPYRIGHT C 8018 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASES LAYOUT ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION (LATE 64SES DRANN 155W18 PS EBH MAYANS MASER 010-5150818-001 Ng. EMMEN SCH CHECKED SALES ORDER S150818 REVISION REV DATE SHEET 4 of 44 GASKET SHOULD BE CONTINUOUS AROUND CORNERS 4 -POINT EDGE PICK DETAIL SLING ANGLE MUST BE AT LEAST 60' TOP OF VAULT 3u• x 7Y' x 314' RECESS CONNECTION WELD PLATE FLATBAR1)i x3'B'x6' EDGE OF TOP SECTION GASKET INSTALLATION DETAIL (TOP GASKET NOT SHOWN) NTS )ex 2' FLARE -BEVEL -GROOVE WELD (4) PLACES priL SAI #6 REBAR Y'x2' FLARE -BEVEL -GROOVE WELD, (4) PLACES WELD PLATE & GROUT POCKET DETAIL NTS 9 x4.55 2 RECESS IN WALL MG' FILLET WELD TOPI WALL & BASE CONNECTION DETAIL NTS INSTALLATION PLATE 8' x 16' x 3 STEEL PLATE (4)#4 REBAR REVISION DESCRIPTION BY TOP TO CENTER WALL CONNECTION DETAIL NTS 2'x)4' GASKET OR SEALANT KEYWAY 95c10'7C%' WELD PLATE %N4' HCA (2) EACH 3 xT FILLET WELD 25195' WELD PLATE MB' HCA (2) EACH 'BURKE RING CLUTCH BURKE'UFT ANCHOR PRECAST PANEL CRANE HOOK CABLE (4) PLACES DUNNAGE (2) PLACES 4 -POINT FLAT PICK DETAIL SUNG ANGLE MUST BEATLEAST 60' x x' BILL OF MATERIALS # QUANTITY DESCRIPTION 52 ea INSTALLATION PLATE - DETENTION VAULT 5100715 2 57 ea CONNECTION PLATE -DETENTION VAULT 2290622 125.33 mitt #3 REBARA7061GR60 5510015 95 ea CONSEAL 314• x 1' x 16.8' (CS -231) 5130030 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE RI 80 #3 REBARA7061GR60 4'- 2' BENT CRANE HOOK 00000000 TOP / BASE SEAM DETAIL SPREADER BAR REVIEWED FOR CODE COMPLIANCE APPROVED DUNNAGE (2) PLACES GROUT CONNECTION DETAIL NTS INSTALLATION PLATE 8'x16'x Y' STEELPLATE (4)14 MBAR 1"x)4'GASKET OR SEALANT KEYWAY 8 -POINT FLAT PICK DETAIL SLING ANGLE MUST BEAT LEAST 60' CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER Oldcastle Precast® P.0 11:0202 WANK VIA 800/10688 PNOOFBO 1.1518 FN5.2E5.73S4201 THIS DOCUMENT 15 THE PROPERTY OF DLDCASTLE PRECAST. INC. IT IS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NANYVAIYNRIMO RTOTHENTE ESTSOF,ORWRHOUTTHEVRTTBIP9pA81810N OF OIDCACHE PRECAST, Mt COPYRIGHT O 5015 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT INSTALLATION INSTRUCTIONS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION GATE 10413/18 SAS SRAM PS EBH BORER SCH BALESOA0ER 8150818 DRAM 010-5150818-001 REVISION REVOATE MET 5 OF 44 ba'• -a -W9 • REVISION DESCRIPTION BY 3Y' INSTALLATION HAIR PIN DETAIL RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER PRODUCTION QUANTITY (220) INSTALLATION PIN BILL OF MATERIALS # QUANTITY DESCRIPTION ITEM # SHAPE 0.04 cwt 83 REPAR A7061GR60 5510015 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 1 #3 REBARA706IGR60 4'- 2' BENT 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION CillP.O. DORMS RUMMY 088/14888 PHCRE100102.152S FAX 2012642D1 Oldcastle Precast THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT I8 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED MANYWAYSULINIOUSTOTEIIRERES1190F.ORWITODUTTIEWRITTENFERMISSIONOFCIDCASTLE PRECAST. INC COPYRIGHT 0 2018 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5 DETENTION VAULT HAIRPIN DETAIL ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE DALES COMM 1018 PS EBH SHANK HUMBER 010-S150818-001 CHECKED RAISON REV DATE SAM mom 8150818 SHEET 6 OF 44 .1y8=D3o9 154/' OVERALL 4%' TYP REVISION 4' (2) PLACES GROUT KEYWAY (SEE DETAIL) DESCRIPTION PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 114' VIEW A SCALE 1/4• =1'-0' GROUT KEYWAY (SEE DETAIL) 311"x33.'x3)' BLOCKOUT, TYP (SEE NOTE 6) 4 UI4 I I 6Y• (2) PLACES 10 SPACES @ 1-43' • .(/11 •. 9 SPACES @ 1434' PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE v4' =1'-0' 1y VIEW B SCALE 1/4" =1'-0' REVIEWED FOR CODE COMPLIANCE APPROVED 314'x3/'x314'BLOCKOUT AD MAR 22 2019 City of Tukwila BUILDING DIVISION PRODUCTION QUANTITY (34) TOP T5 PRODUCT WEIGHT 25,360 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18%3348' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 010•UV01084-001 5. TOP POCKET USE 0104N01085-001 6. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS # QUANTITY DESCRIPTION ITEM # 1 4ea ANCHOR4-TON T -BAR (Gaty) 5100610 626 yds CONCRETE MIX • SCC 5010000 1.36 owl 84 REBARA708/GR60 5510032 0.28oM 86 REBAR A7061GR60 6510065 2.15 ayt 87 REBARA615/GR60 5510085 4.51 cwt #8 REBARA615/GR80 5510095 56.34 sqf MESH CHAIR 5500000 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 8 #8 REBARA706/GR60 15'- 5• SIR R2 2 # 8 REBAR A706/GR60 15'• 0" STR R3 12 # 7 REBAR A706/GR60 8'- 9" STR R4 5 #4 REBARA706/GR60 15'- 5" SIR R5 2 84 REBAR A706/GR60 15'- 0' SIR R6 11 #4 REBARA706/GR60 8'- 9' STR R22 2 #6 REBARA7061GR60 9,- 2' SIR RECEIVED CITY OF TUKWILA MAR 0 2 2019 PERMIT CENTER GROUT KEYWAY BOTTOM FACE GROUT KEYWAY DETAIL (TOP) R22 EXTENTION DETAIL 01 P.O.BOXEPS MB" WA 90071.0588 PHONE D:00 = FAX 253.735.091 Oldcastle Precast THIS DOCUMENT IS THE PROPERTY OF OLDCA8TLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT 8E USED ONHWAYSUURZ IBTOTHEMERESTSOF.ORYRD101RTNEWRITTENFEIGOSSONCFOLDCARRE PRECAST,DO. COPYRIGHT 0 1018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVER. 48' x 183' x 7.5' DETENTION VAULT TOP T5`. LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE 10/03/18 MLFB aRN** PS EBH 010-5150818-001 B56NEER SCH mon SALES ORDER S150818 DRAWING REVIS ON SREET REVDATE 7 0F 44 '-0 0,9. 155' OVERALL 4'' T4' 24'0 HOLE TYP BLOCKOUT (SEE NOTE 4) GROUT KEYWAY (SEE DETAIL) BLOCKOUT (SEE NOTE 5) CD CD C=1 GROUT C1/— KEYWAY (SEE DETAIL) PV // / GROUT KEYWAY (SEE DETAIL) 3)i' TIP — GROUT KEYWAY (SEE DETAIL) PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4' =1'-0' VIEW A SCALE: 1/4" =1'-0' A ADDED 24' HOLE REVISION DESCRIPTION BY TYP 335'x33/4'x31f' BLOCKOUT, TYP (SEE NOTE 6) R22 EXTENTION DETAIL BOTTOM FACE GROUT KEYWAY DETAIL (TOP) 3 x3Y;x3Ys'BLOCKOUT GROUT KEYWAY RECEIVED CITY OF TUKWILA NEAR 0 7 2019 PERMIT CENTER PRODUCTION QUANTITY (2) TOP TB' PRODUCT WEIGHT 24,760 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 1T -1191e 2. CONCRETE FINISH SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TDP POCKET USE 0101N01084-001 5. TOP POCKET USE 010-18/01085-001 6. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS 4 QUANTITY DESCRIPTION ITEM t 1 4ea ANCHOR 4 -TON T.BAR (Gels) 5100810 6.11 yds CONCRETE MIX- SCC 5010000 1.37 tad 84 REBARA706/GR60 5510032 027 awl 66 REBARA70&1GRS0 5510065 2.73 at 87 REBAR A615/GR60 5510085 5.78 tot 68 REBARA615IGR60 5510095 54.99 sqf MESH CHAIR 5500000 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION CO Oldcastle Precast PO OCCURS AU/ARAM Bm714SMI RICE: 800102.IS311 FAX 7:4735421:11 THIS DOCUMENT 18 THE PROPERTY OF OLDCAGTLE PRECAST, INC. IT 1S CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT 8E USED IN ANYWAYHRROUSTOTHE MFAEBTSCP, °RWOFCUTDIE WRRTBN PERMISSION OFOLDGSRE PRECAST. NC, COPYRIGHT 0 2018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP TV: LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE GALES DRAWN 10A018 PS ERN DAMN°MASER 010-S150818-001 ENGOIEER CHECKED SALES ONCE $150R1R REVISCH SHEEP A rev /21/19 8 OF 44 0. :7 a 4 SPACES 1.-109 )09 4 SPACES 1.-4V 23' CD \ \ CJ PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE: 1/4"=1'-0' VIEW B SCALE: 1/4" =1'-0" ADDED 24' HOLE REVISION DESCRIPTION BY r 5 SPACES I'-26/' 5 SPACES 1'-234' 1)4" d / © 0 / 0 s a 2 4� e i r `- a � y t:: F e" _.1:3-...n'<a-,.w.vs-.xv'-,::,e_sv2,r.":vr. r.v.::z-e:..w.-.i ...._'-..::._.. ..—_...7.-3=..:-'7..�t.M.-Z7..'w.'"'`"".S-4.`.: PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE 1/4' =1'-0' R8 DETAIL RECEIVED CITY OF TUKWILA MAR 01 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST CITY MATERIAL LENGTH SHAPE R1 12 *8 REBARA706IGR60 14'- 11" STR R2 6 #8 REBARA706/GR60 6'- 3' STR R3 10 #7 REBARA706/GR60 8'- 10' STR R4 2 # 7 REBAR A706IGR60 8'- 5' STR R5 3 # 7 REBAR A706/GR60 5'- 11" STR R6 2 # 7 REBAR A706/GR60 3'- 0" STR R7 10 # 4 REBAR A706/GR60 8'- 10' STR R8 1 #7 REBARA706/GR60 4'- 8' BENT R9 7 #4 REBARA706/GR60 14'- 11' STR R10 2 *4 REBARA7061GR60 6'- 4" STR R22 2 *6 REBARA706/GR60 8'- 0" STR CillP.O.BOX62/ AUNBB4V01 56071.4e, PRODS: 0:1042115311 FAX201-725.4201 Oldcastle Precast THIS DOCUMENT IB THE PROPERTY OF OLDCABTLE PRECAST, INC, IT IS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NANYYMYIYIEBOUSTOTHEMERESTSORORRTIMOUTTNEBIL ENPER1888pNDFOLDCA871E PRECAST, LC COPYRIGHT 0 2011 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP T6': REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE 01/21/19 CHECKED NES OMER SiGuoID REVEION MEET 010-S150818-001 aEvoATE 9 oF 44 15'.6' OVERALL 3'-1' TYP GROUT KEYWAY (SEE DETAIL) v 4 m GROUT KEYWAY (SEE DETAIL) BLOCKOUT (SEE NOTE 6) CD m 4' (2) PLACES TYP // GROUT KEYWAY (SEE DETAIL) 3)? TIP PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4' =1'-0' GROUT KEYWAY (SEE DETAIL) 31¢'x33/4"x31c BLOCKOUT, TYP (SEE NOTE 6) GROUT KEYWAY (SEE DETAIL) VIEW A SCALE: 1/4' =1'-0' 6 SPACES Q 1'.4Y' PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE 1/4' =1-0' •i• ,E. 314'x33'x314'BLOCKOUT VIEW B SCALE: 114'=1'-0' 2 GROUT KEYWAY REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION BOTTOM FACE GROUT KEYWAY DETAIL (TOP) PRODUCTION QUANTITY (17) TOP TT PRODUCT WEIGHT 24,760 L8S SHOP NOTES 1. FORM DIAGONAL DISTANCE 1T -115(s 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3, TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 0104JV01084-001 E TOP POCKET USE 010-UV01085-001 6. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS # QUANTITY DESCRIPTION ITEM # 4ea ANCHOR 4 -TON T -BAR (Galv) 5100810 6.11 yds CONCRETE MIX - SCC 5010000 1.23 art #4 REBARA708/GR60 5510032 0.27 cwt #6 REPAR A706/GR60 5510066 1.99 awl #7 REPAR A815/GR60 5510085 4.38aN #8 REBARAB15/GR60 5510095 54.99 mlf MESH CHAIR 5500000 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE RI 11 #8 REBARA708/GR60 14'- 1 STR R2 11 7 REBAR A706IGR60 8'- 10' STR R3 7 #4 REBARA706/GR60 14'- 11 STR R4 9 #4 REBARA706IGR60 8'- 10' STR R22 2 #6 REBARA706IGR60 9'- 0' STR RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER Oldcastle Precast P4 BOSSES Ai81xN,WA Bm71-0SSS P11 iE iI11ESS FAX 223-7254201 TRIO DOCUMENT ID THE PROPERTY OF OLDCASTLE PRECAST, INC. • R 18 CONFIDENTIAL. OUIMITTEO FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED MAW WAY PLUMS TO THE WIERESTS OF.CRVATHOTTNEWRITIENP N OF =CASTLE PRECAST. COPYRIGHT 0 2018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. R22 EXTENTION DETAIL 48' x 183' x 7.5' DETENTION VAULT TOP 17': LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION 0105150818-001 �c1 \ GROUT KEYWAY (SEE DETAIL) 154' OVERALL 3 Lf 24'0 HOLE Om CD GROUT KEYWAY (SEE DETAIL) CD 3'4' TYP BLOCKOUT ME NOTE 5) i 3'3' TYP PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE:1/4' = r-0' VIEW A SCALE: 1/4'=1-0' REVISION DESCRIPTION BY GROUT KEYWAY (SEE DETAIL) 31i"x33'x314' BLOCKOUT, TYP (SEE NOTE 6) u� R22 EXTENTION DETAIL BOTTOM FACE GROUT KEYWAY DETAIL (TOP) 31i x 35/4' x 314' BLOCKOUT GROUT KEYWAY PRODUCTION QUANTITY (1)TOP T8' PRODUCT WEIGHT 24,810 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: 1T-1154" 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 01 WN01084-001 5. TOP POCKET USE 010-UH01085-001 6. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS 8 QUANTITY DESCRIPTION ITEM 1 4 ea ANCHOR 4 -TON TSAR (Gate) 5100610 5.97 yds CONCRETE MIX • SCC 5010000 1.53 all 84 REBARA706/0R60 5510032 0,28 cwt 86 REBARA706/GR60 6510065 4.23 awl 87 REPAR A6150160 5510085 6.57 awl 88 REBAR A815IGR60 6510095 53.73 sqf MESH CHAIR 5500000 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 0 2 2019 PERMIT CENTER Oldcastle Precast® P.6 =RN AIAURN,WA SWAM PRONES 34142.4204 FAX 797854a11 THIS DOCUMENT 18 TME PROPERTY OF OLDCASTLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NUM WAY!AMR TOIME NROEeTS OF, ORWRNCUT11EWRITTEN P9WOSION OFOI00181LE PRECAST, INC COPYRIGHT 0 2018 OLDCARTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP T8". LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA. WA asNael KEY CONSTRUCTUION 617E SALES pNWN meal —laR E8 ORDEi 1093/18 PS EBH SCH 8150818 DRAMS REVISION SWEET 010-8150818-001 REV DATE 11 OF 44 %8'-030'9 4 SPACES@ P-1% 3'/4. / iC tC Rr. iII i2 T-4" 8 SPACES @ 1'4" CD // 2y' 3 czJ PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE: 1/4' =1'-0" VIEW A SCALE 1/4" =1'-0' REVISION DESCRIPTION BY ro� 17 SPACES @ 81�' / _...._..... @r 0 __.._.._......_... / .o 0 _....._.._.._.._.........._.._..._......._i.._ :.a ,,.. — titp --- -- ` ti.. , ES y / S Cz? Lam, €i / E. I i; SO EI 1i �R is a E N h Cr) .__ 3'476 R8 DETAIL PLAN VIEW LAYOUT (SHOWN AS POURED) BOTTOM MAT LE SCA1/4' =1'-0' RECEIVED CITY OF TUKWILA FEAR 0 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 14 # 6 REBAR A796/0R60 15'- 0' STR R2 3 #8 REBARA706/GR60 12'- 1' STR R3 20 ST REAR A706/GR60 8'- 10" STR R4 3 #7 REBARA706/GR60 4'- 10" STR R5 3 #7 REBARA706/GR60 1'- 8" STR R6 2 #7 REBARA706IGR60 3'- 0' STR R7 11 # 4 REBAR A706/GR60 8'- 10' STR R8 1 # 7 REBAR A706/GR6O 4'- 8 BENT R9 8 #4 REBARA706!GR80 15'- 0' STR R10 1 #4 REBARA706/GR60 12'- 2 STR R22 2 #6 REBARA706IGR60 9'- 2' STR CO Oldcastle Precast® PO IRMO AUBURN. WA EEO71.561 �I�&-,5HOB FA)L ZS 735421 THIS DOCUMENT IS THE PROPERTY OF OLOCASTLE PRECAST, INC. IT IS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT NE USED INNITWAYSLRRNOIISTOTHE MERE= Cf.ORWHAM THEWNTTENMOTOR OFWOCUME FREMABT,DIC. COPYRIGHT O SOME OLDCASTLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP T8': REINFORCEMENT NAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA cusTa�L KEY CONSTRUCTUION ENTE - E NESI OR& ENGINEER CHEMED SALES OR ESR 10113/18 PS I EBH SCH S150818 DRAM; xxxuu���c REVISION SHEET 010-8150818-001 REMIT 12 OF 44 GROUT KEYWAY (SEE DETAIL) BLOCKOUT (SEE NOTE 6) 1541' OVERALL 4'' 7'4 34' TYP CD BLOCKOUT (SEE NOTE4) CD 4'. 24'0 HOLE BLOCKOUT (SEE NOTE 4) - / GROUT KEYWAY (SEE DETAIL) 3Y2' PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE:1/4• =1'-0' GROUT KEYWAY (SEE DETAIL) 3><e'x3•x3)'' BLOCKOUT,TYP (SEE NOTE 6) 1 I+ I I I I 114 A REVISION CHANGED PAGE & PART NUMBER DESCRIPTION EBH BY VIEW A SCALE 114'=1'-0' R22 EXTENTION DETAIL BOTTOM FACE GROUT KEYWAY DETAIL (TOP) 3)4 x3 x 31¢" BLOCKOUT GROUT KEYWAY RECEIVED CITY OF TUKWILA MAR 0 2 2019 PERMIT CENTER PRODUCTION QUANTITY (2) TOP'TIY PRODUCT WEIGHT 24,810 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18448* 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHODTOYARD: 'HYSTER650' 4. TOP POCKET USE 010-UV01084-001 5. TOP POCKET USE 0104UV01085-001 8. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS # QUANTITY DESCRIPTION 1 4 ea ANCHOR 4 -TON T -BAR (GRIv) 5100610 6.13 yds CONCRETE MIX • SCC 5010000 1.39 cit #4 REBARA7061GR60 5510032 027 dA #8 REBARA7081GR80 6510065 291 cwt #7 REBARA8151GR60 5510085 5.92 cwt #8 REBARA615IGR60 5510095 55.17 sp1 MESH CHAIR 5500000 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION 0 P.0.80xSR AMUR* WA 880714683 PHC IEKO88M688 FAX 110.735.42DI Oldcastle Precast THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED WANYINYNREDOUSTOITEwIBESISDF.ORWIIMUTTRR:wMiB1 PERMISSIONOF0AMPLE PRECAST. MC COPYRIGHT O 2018 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP T9': LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE 1W03(18 SALES DRAWN PS EBH ENONIEER SCH DRAWING NUMBER 010-S150818-001 CHEp® REVISION A 01/21//19 SALES ORDER S150818 SHEET 13OF44 /6» -€iSt9 23 ' 1'-2YP' 8 SPACES @ 1'-4' 6Y• N ii _/ e 0 i -- X' a i 15 N......_._..— �' !E r 5 a '4 ..:1-:: GTD 1 E 1 15 P 4 �T 1" 2 1 :v PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE 1/4' =1'-0' CHANGED PAGE & PART NUMBER VIEW A SCALE: 1k' =1'-0' EBH g 2' 10 SPACES @ 1'-2' 5 SPACES 7' 34' • a) PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE: 1/4" =1'-0' R8 DETAIL RECEIVED CITY OF TUKWILA {BAR 0 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST QTY MATERIAL LENGTH RI 10 It 8 REBAR A708/GR60 15'- 5' SHAPE STR R2 2 #8 R[BARA7061GR60 15'- 0' STR R3 3 #8 REEARA708/GR60 12'- 6' STR R4 11 #7 REBARA700/GR80 8'- 10' STR R5 2 #7 RBAR 8'- 5' STR R6 3 # 7 REBAR A708/GR60 5'- 11' STR R7 2 #7 RE:BARA706/GR80 3'- 0' STR R8 1 #7 REBARA706/GR80 4'- 8" BENT R9 6 #4 REBARA7061GR60 15'- 5' STR RIO 1 # 4 RF -BAR A7O6IGR60 15'- 0' STR 211 1 # 4 REBAR A706/GR80 12'- 8' STR R12 8 #4 REBARA706/GR80 8'- 10' STR R13 2 # 4 RE>BAR A706IGR60 8'- 5' STR R22 2 # 6 REBAR A706IGR60 9'- 0' STR CO Oldcastle Precast® mama AVBND(WA camas Pl+DRUC0812.124111 FAX. 283485{2D1 THIS DOCUMENT 18 THE PROPERTY OF OLLCABTLE PRECAST, INC. 1'118 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED WANYWAYMJURIC MTOTHEWIERESISOF, ORLRRpUTTNENARTENPERMISSION OFOIDGBIIE PRECABT,NC. COPYRIGHT O 2018 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP Ir. RE1NFORCEIENT DETAILS E LB ERT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE BYES DRAWN 10/03/18 PS EBH DROWNS NUMBER 010-5150818-001 MOINEEt SCH CHECKED BALES ORDER REVISION A 0121/19 S150818 SHEET 14 of 44 24'0 HOLE BLOCKOUT (SEE NOTE 4) 15'-91¢' OVERALL 1'-11• h GROUT KEYWAY (SEE DETAIL) BLOCKOUT (SEE NOTE 5) / 33 . 314•x3x34' BLOCKOUT, TYP (SEE NOTE 6) A CHANGED PAGE & PART NUMBER PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 1/4' =1'-0' VIEW A SCALE 1/4' =1'-0' GROUT KEYWAY (SEE DETAIL) GROUT KEYWAY (SEE DETAIL) R22 EXTENTION DETAIL GROUT KEYWAY DETAIL (TOP) 314'x37' x 314' BLOCKOUT GROUT KEYWAY RECEIVED CITY OF TUKWILA LIAR 0 7 2019 PERMIT CENTER PRODUCTION QUANTITY (1) TOP 711' PRODUCT WEIGHT 24,810 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE:18.-3W 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650• 4. TOP POCKET USE 010-UV01084-001 5. TOP POCKET USE 010-UV01085.001 6. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS 8 QUANTITY DESCRIPTION ITEM 8 1 4ea ANCHOR4-TON T -BAR (Gale) 5100810 6.13 yds CONCRETE MIX - SCC 5010000 1,99 cwt 84 RE3ARA706/GR60 5510032 0.27 c*1 REPAR AT06/GR60 5510065 291 cwt SN REBARA615/GR60 5510085 5.92 cwt S8 REBARA615/GR60 5510095 55.17 sqf MESH CHAIR 5500000 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 • ICity of Tukwila BUILDING DIVISION CillPABOX008 AUBURN WA 110W1-05113 PHONEME-0924SX FAX:262.78S4701 Oldcastle Precast TNID DOCUMENT IS THE PROPERTY OF OH/CASTLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT 8E USED NAKMAY8M8U0USTOTHENIERESIB OF, ORW1IlOIRT1EWRMENFO8A8810NOFOIDCASRE PRECAST. RC COPYRIGHT 0 7010 OLDCASTLE PRECAST, INC. ALL RIONT8 RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP 710`. LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA cusr0MER KEY CONSTRUCTUION 10-03/18 SALES PS EBH DAMEN SCH DRAWING 010-S150818-001 CHIMED REVBION A TE 01/21/19 MES MER 8150818 MEET 15OF44 i -6r3,OF 75' 8 SPACES @ 23/4" 5'. OS ER w CD 11 I PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT KALE lg.. 1.4. VIEW A SCALE 114' =1'-0 A CHANGED PAGE & PART NUMBER EBH REVISION DESCRIPTION BY b� 5SPACES (§)T _ h• 5SPACES @7' 10 SPACES @ 104' 2' t57 C83 PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE: 1/4' =1'-0' 3'-8'45 R8 DETAIL RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST N QTY MATERIAL LENGTH SHAPE R1 10 *8 REBARA708/GR80 15'- 5' STR R2 2 08 REBARA708/GR80 15'- 0' STR R3 3 88 REBARA708/GR60 12'- 6' STR R4 11 87 REBARA708/GR80 8'- 10' STR R6 2 N7 REBARA706/GR60 8'- 5' STR RB 3 07 REBARA708/GR60 5'- 11' STR R7 2 07 REBARA7061GR8O 3'. 0' STR R8 1 It RE3ARA708IGR60 4'- 8' BENT R9 8 S4 REBARA708IGR60 15'- 5' STR R10 1 *4 REBARA706IGR80 15'- 0' STR R11 1 *4 REBARA706/GR80 12'- 8' STR R12 8 04 REBARA706/GR80 8'- 10' STR R13 2 04 REBARA706/GR60 8'- 5' STR R22 2 06 REBARA706/GR60 9'- 0" STR Oldcastle Precast RCA DMA ALM WA EID7t-06E8 PHONE 000488153$ FA ES:4728WT01 THIS DOCUMENT 18 THE PROPERTY OF OLDCASTLE PRECAST, INC. ITN CONFIDENTIAL, 8UIMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NANIWAYNUROUSITEMUM! CF,OOWINOUfTNENIMESPERMS:81ONOFOLDGMME IAEMST.NC COPYRIGHT 0 2018 OLOCASTLE PRECAST, 8840. ALL RIGHTS RESERVED. .48'x 183' x 7.5' DETENTION VAULT TOP T1 rt: REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE OAIES DRAM ENMIEER CHECKED SALEM ORDER 10103118 PS EBH SCH S150818 SHEET to 010-S150818-001 REVISION KUM 16 o 44 01/21/19 D/P' o3oy tif 16T' OVERALL GROUT KEYWAY (SEE DETAIL) BLOCKOUT (SEE NOTE 5) 4' GROUT KEYWAY (SEE DETAIL) aD CD // TYP / /. (2) PLACES / GROUT KEYWAY (SEE DETAIL) TY? A CHANGED PAGE LL PART NUMBER REVISION DESCRIPTION EBH BY PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4' =1'41' VIEW A SCALE 1/4' GROUT KEYWAY (SEE DETAIL) 43• (2) PLACES TYP x33/ex3%' BLOCKOUT, TYP (SEE NOTE 6) BLOCKOUT (SEE NOTE 4) 24'0 HOLE R22 EXTENTION DETAIL BOTT084FACE GROUT KEYWAY DETAIL (TOP) 3Yz'x3 .'x31¢'BLOCKOUT GROUT KEYWAY RECEIVED CITY OF TUKWIL MAR 0 7 2019 PERMIT CENTER PRODUCTION DUMMY (t)TOPT11' PRODUCT WEIGHT 24,810 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE_ 18'33` 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 010-UV01084-001 6. TOP POCKET USE 010.UV01085.001 6. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS 8 QUANTITY DESCRIPTION 4 ea ANCHOR4-TON T -BAR (GaN) 8.13 yds CONCRETE MIX- SCC 1.49 CM 84 REBARA7061GR60 028 aat 86 ROAR A706/GR60 4.27 cwt 87 REBARA615FGR60 6.74 cwt 98 REBARA815/GR60 55.17 sqt MESH CHAIR ITEM* 5100810 5010000 5510032 6510066 5510085 5510095 5500000 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION CilP.O.BOXE38 AIBSBBAwA 00071-0218 PIgNE S08 2.1538 FNO2:3.7E:4201 Oldcastle Precast THIS DOCUMENT 18 THE PROPERTY OF OLDCASTLE PRECAST, INC. 1718 CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NANYYNYMA ROUSTOTIEE091ESISOF.ORSTIMUFRE1MfiB1 10FCIDCABRB PRE AST.NC. COPYRIGHT O 2018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP T11`. LAYOUT DUALS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE SAMS DRAM BOWER OEM EALESOROEH 10/03/18 PS EBH SCH S150818 DRAMNKA NI1AB6L 010-S150818-001 MOM OW REVgATE 17 OF 44 01/21/19 1" 8 SPACES @ 1'-4)' 2" k °d5 Cr.` j 4r, ' PLAN VIEW REINFORCEMENT (SHOWN AS PORED) TOP MAT SCALE: 1/4' =1-0' VIEW A SCALE: VI" =1'-0' A CHANGED PAGE 8 PART NUMBER REVISION DESCRIPTION EBH BY w o 18 SPACES @ay' 5 SPACES T A •�.ya SD u„ua.usvx_rrwu.,.a,,.,,a.a,._,,,,,,,,,,,,, ,,,,,r:,: m r_.�.,,.. w.,.,>-„,w..,,,.,,..,.w„a „«„wv.,+,unv,e,...�:u..n / - =. fa .. 9 *".:/\., fw iE id lid :.--�•�.,�,�,�.,,a.�,�.,,.��..�m �...mw�,,..m,u�m.M,n.,,,n.�m�....n.,r..,,.,,�p,,,m.�.�.�„�n..�n��am.�.�,..��w.a�..u..� CO CO PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE: 1/4” =1'-0' R7 DETAIL J, RECEIVED CITY OF TUKWILA CSAR 01 2019 PERMIT CENTER 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST RI R2 R3 QTY MATERIAL 12 #8 REBARA706/GR60 2 # 8 REBAR A706/GR60 3 # 8 REBAR A7061GR60 LENGTH 15'- 5' 15'- 0' 12'- 6' SHAPE STR STR STR 114 R5 R6 R7 R8 R9 RIO R11 R22 21 #7 REBARA706&GR60 3 # 7 REBAR A706/GR60 2 #7 REBARA706/GR60 1 #7 REBARA706IGR60 6 04 REBARA706/GR60 2 #4 REBARA7O6(0R60 1 #4 REBARA706/GRBD 10 #4 REBARA708/GR80 2 #6 REBARA706/GR60 8'- 9' 4'• 10” 3'- 0' 4'- 8' 15'- 5' 15'- 0' 12'- 6' 8'• 9' 9'- 0' 5111 STR STR BENT STR STR STR SIR STR CO Oldcastle Precast® P.O.BOX611 MD" WA 8!071M % PHO E:1001001518 FAX 2594304201 THIS DOCUMENT IS THE PROPERTY OF OLDCABTLE PRECAST, INC. ITIS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT SE USED MANY WWMANOUSTOME WTERENISOF, ORWRNOUTTHE MUTTER FER1WHtlN CFOI CUM MEGRIM. COPYRIGHT 0 2816 OLOCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5 DETENTION VAULT TOP T11': REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION GATE 10/0V18 BALB DRAW PS EBH DRAWRRI Mom 010-S150818-001 ERGGEER SCH CHECKED REVISION A Die---zi...egv2v199 MES ORDEN S150818 SHEET 18 OF 44 3,-5' TYP GROUT KEYWAY (SEE DETAIL) BLOCKOUT (SEE NOTE 5) OD 15-012' OVERALL GROUTKEYWAY (SEE DETAIL) CD 1'- 24'0 HOLE BLOCKOUT (SEE NOTE 4) \ 4' (2) PLACES -. / / GROUT KEYWAY (SEE DETAIL) 33t' TYP PLAN VIEW LAYOUT (SHOWN AS POURED) WALE: Or =1%0' GROUT KEYWAY (SEE DETAIL) TYP / x33x3S1' BLOCKOUT, TYP (SEE NOTE 6) w X (2) c. PLACES VIEW A SCALE U4' = V.0 R22 EXTENTION DETAIL BOTTOM FACE GROUT KEYWAY DETAIL (TOP) 314 x384'x3)i'BLOCKOUT GROUT KEYWAY RECEIVED CITY OF TUKWILA MAR 0 2 2019 PERMIT CENTER PRODUCTION QUANTITY (1)TOP 712 PRODUCT WEIGHT 24,810 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 10-031e 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: 'HYSTER 850' 4. TOP POCKET USE 0104N01084001 5. TOP POCKET USE 010.W0108S001 8. R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS 0 QUANTITY DESCRIPTION ITEM 1 4ea ANCHOR 4 -TON T -BAR (Gels) 5100810 6.13 yds CONCRETE MIX - SCC 5010000 IA9 cwt 04 REBAR A706/GR80 6510032 028 ail 06 RERAR A70603R60 5510065 427 cwt 07 REBARA615/GR60 5510085 6.74 red 08 REBARA615IGR60 5510095 55.17 >d! MESH CHAIR 5500000 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION 0 P.O.BOXEIS AIB&RB6WA SMITIOSNI WNNEA0048245N1 FM 2634:4E1/1 Oldcastle Precast TXIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES. ONLY, AND SHALL NOT BE USED Pi MY WAY INJURIOUS TOME MHESTSOF, ORWIDgUFTHENWTIENP EMNON OFCIOMORE pBAST,INC COPYRIGHT 0 l01l OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP 112: LAYOUT DETAILS ELEMENT WESTW DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION ONE SALES OMMM 1003/18 PS EBH *won maim 010-S150818-001 SMEs ORDER 8150818 NOT 19 OF 44 23' // 1'-24/' / 8 SPACES (8 144' 2.43/' 6Y' CID PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE: 1/4' =1'-0' VIEW A SCALE: 1/4' =1'-0' A CHANGED PAGE 8, PART NUMBER REVISION DESCRIPTION EBH BY r LI 80 a A 18 SPACES © SY' 5 SPACES T PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE:1/4" =1'-0' 3'e R7 DETAIL RECEIVED CITY OF TUKWILA WAR 0 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST # OTY R1 R2 R3 R4 R5 12 2 3 21 3 #8 #8 #8 #7 #7 R6 R7 R8 2 6 R9 2 Rio 1 R11 10 R22 2 #7 #7 #4 #4 #4 #4 #6 MATERIAL REBAR A706/GR60 REBAR A706/GR80 REBARA706/GR60 REBARA706/GR60 REBARA708/GR80 REBARA706/GR80 REBAR A706/GR60 REBAR A708/GR60 REBARA7060R60 REBARA706/0R80 REBAR A706/GR80 REBARA708/GR80 LENGTH 15'- 5" 15'- 0' 12'- 6' 8'- 9' 4'- 10' 3'- 0' 4'- 8' 15'- 5' 15'. 0' 12'- 8' 8'- 9' 9'- 0' SHAPE STR STR SIR STR STR SIR BENT STR STR STR STR STR 0 MIMS AISIUSLWA SOM.= PHONESSOl .16Y FA1025325G421/1 Oldcastle Precast THIS DOCUMENT 13 THE PROPERTY OF OLOCASTLE PRECAST. INC. IT IS CONFIDENTIAL, SUSYITTEO FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NHiYWAYSW000STOTNESRERCiiSOF.ORINTOUTOEWRITIBiFERMINSIONC C OCAS11E PRECAST, INC. COPYRIGHT 0 2011 OLOCASTLE PRECAST. INC. ALL RIGHTS RESERVED. Gtz 48' x 183' x 7.5' DETENTION VAULT TOP 112: REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKMLA, WA asTolffR KEY CONSTRUCTUION DATE SALES DRAWN BOWER CHECKED SALES ORDER •;) 10103/18 PS EBH BCH 5150818 oRmeta OMER REVISION EMU 141 010-5150818-001 reittiE 20 OF 44 0121/18 0 • s I g_is �: CID ID \ , 1? Ft .. Ie 1 \z/ I PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE:1/4" =1'-0' 3'e R7 DETAIL RECEIVED CITY OF TUKWILA WAR 0 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST # OTY R1 R2 R3 R4 R5 12 2 3 21 3 #8 #8 #8 #7 #7 R6 R7 R8 2 6 R9 2 Rio 1 R11 10 R22 2 #7 #7 #4 #4 #4 #4 #6 MATERIAL REBAR A706/GR60 REBAR A706/GR80 REBARA706/GR60 REBARA706/GR60 REBARA708/GR80 REBARA706/GR80 REBAR A706/GR60 REBAR A708/GR60 REBARA7060R60 REBARA706/0R80 REBAR A706/GR80 REBARA708/GR80 LENGTH 15'- 5" 15'- 0' 12'- 6' 8'- 9' 4'- 10' 3'- 0' 4'- 8' 15'- 5' 15'. 0' 12'- 8' 8'- 9' 9'- 0' SHAPE STR STR SIR STR STR SIR BENT STR STR STR STR STR 0 MIMS AISIUSLWA SOM.= PHONESSOl .16Y FA1025325G421/1 Oldcastle Precast THIS DOCUMENT 13 THE PROPERTY OF OLOCASTLE PRECAST. INC. IT IS CONFIDENTIAL, SUSYITTEO FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NHiYWAYSW000STOTNESRERCiiSOF.ORINTOUTOEWRITIBiFERMINSIONC C OCAS11E PRECAST, INC. COPYRIGHT 0 2011 OLOCASTLE PRECAST. INC. ALL RIGHTS RESERVED. Gtz 48' x 183' x 7.5' DETENTION VAULT TOP 112: REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKMLA, WA asTolffR KEY CONSTRUCTUION DATE SALES DRAWN BOWER CHECKED SALES ORDER •;) 10103/18 PS EBH BCH 5150818 oRmeta OMER REVISION EMU 141 010-5150818-001 reittiE 20 OF 44 0121/18 15'4' OVERALL, 4,S T.4 /1'4"/ 10'-0' BLOCKOUT 3'4' TYP 24Y4' / TYP e CD CD 131 GROUT KEYWAY a BLOCKOUT (SEE NOTE 5) k. p F+ BLOCKOUT (SEE NOTE 4) ® m ® m (2) PLACES /. TYP 374'x33 x3Ve' BLOCKOUT,TYP (SEE NOTE 6) PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4' =1'-0' GROUT KEYWAY (SEE DETAIL) TYP / 4' H I II I VIEW A SCALE 1/4' =1'-0' CHANGED PAGE fl PART NUMBER DESCRIPTION (2) PLACES GROUT KEYWAY (SEE DETAIL) R22 EXTENTION DETAIL BOTTOM FACE GROUT KEYWAY DETAIL (TOP) 314' x 33' x 373' BLOCKOUT GROUT KEYWAY RECEIVED CITY OF TUKWILA PAR 0 7 2019 PERMIT CENTER PRODUCTION QUANTITY (1) TOP 'T13' PRODUCT WEIGHT 16,610 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: 18'334 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 010-W01084-001 5. TOP POCKET USE 010-W01085001 6, R22 EXTENDS OUT OF BLOCKOUT BILL OF MATERIALS QUANTITY DESCRIPTION ITEM A B ea ANCHOR 4 -TON T -BAR (Galv) 5100610 4.10 yds CONCRETE MIX • SCC 6010000 1.14 Dot #4 REBARA706/GR60 5510032 0.27 eat 86 REBARA706/GR60 6510065 1.90 cwt 87 REPAR A615/GR60 5510085 4.27 CM4 88 REPAR A6I51GR60 5510095 36.90 sqf MESH CHAIR 5600000 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION Oldcastle Precast® PA8OXE88 ACM A 880710588 PHONE 101802-1518 FAX 268735.4X7 THIS DOCUMENT 18 THE PROPERTY OF OLDCASTLE PRECAST, INC. 1718 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED MANY WAY NAABOUB1011EWIERES1SCF, ORWOHOUTTHEWRIM3IPERM18130110FOLCADRE PRECAST.NIC. COPYRIGHT O 2018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP T13`. LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION GTE BAUD) DRAWN 10/03/18 PS EBH SRAM NUMBER REVISION 010-5150818.001REV DATE 01/21/19 oge---a?a, 21 OF 44 61(4• 6 SPACES @ 1'S' 5 SPACES @ 10)4' CIS CID rr PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE: 114' =1'-0' 23' Cr; A CHANGED PAGE & PART NUMBER EBH REVISION DESCRIPTION BY 7' 8 SPACES @ 6 SPACES @ 10" PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE: 1/4" RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST 1 R1 R2 R3 R4 R5 R6 R7 R8 RB RIO R11 R12 R13 R22 QTY 7 68 2 $8 5 18 6 /1 2 N7 8 i7 4 117 4 #4 1 84 3 i4 5 114 1 R4 7 1 4 2 *6 MATERIA. REBARA708IGR60 REBARA7081GR60 REBAR A708JGR80 REBARA70BIGR60 REBARA76610R60 REBAR A708IGR60 REBARA708/0R60 REBAR A706IGR60 REBARA706/GR60 REBAR A7061GR60 REBAR A708IGR80 REBAR A7061GR60 REBAR A706J13R80 REBAR A706rGR60 LENGTH 15'- 5' 15'- 0' 4'- 5' 8'- 10" SHAPE STR STR STR STR 8'- 6" 2'- 11' 2'- 0" 15'- 6' 15'- 0" 4'- 5" 8'- 10' 8'- 5' 2'- 11' 0" STR STR STR SIR SIR STR STR STR STR SIR CliP0.808888 AUSIRBLWA/1011400/ PHOfE100880152e FNO253•735.4101 Oldcastle Precast THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHAH NOT BE USED BIANYWAYINAMOUSTOTIEMERFB180F,ORWIIICUTIHEWRIflBiPBUBSIONOFtl ICAIME FN8'ABLNC. COPYRIGHT 0 2018 OLDCA&TLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP' 13': REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION aTE 10103/18 SALES ORAWN MOWER QWOO DALBECK:ER PS EBH SCH S150818 REVNgN SHEET REV D A ATE 22 OF 44 01121/10 .02a9 CID a D CID rt it !F 11 PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE: 1/4" RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST 1 R1 R2 R3 R4 R5 R6 R7 R8 RB RIO R11 R12 R13 R22 QTY 7 68 2 $8 5 18 6 /1 2 N7 8 i7 4 117 4 #4 1 84 3 i4 5 114 1 R4 7 1 4 2 *6 MATERIA. REBARA708IGR60 REBARA7081GR60 REBAR A708JGR80 REBARA70BIGR60 REBARA76610R60 REBAR A708IGR60 REBARA708/0R60 REBAR A706IGR60 REBARA706/GR60 REBAR A7061GR60 REBAR A708IGR80 REBAR A7061GR60 REBAR A706J13R80 REBAR A706rGR60 LENGTH 15'- 5' 15'- 0' 4'- 5' 8'- 10" SHAPE STR STR STR STR 8'- 6" 2'- 11' 2'- 0" 15'- 6' 15'- 0" 4'- 5" 8'- 10' 8'- 5' 2'- 11' 0" STR STR STR SIR SIR STR STR STR STR SIR CliP0.808888 AUSIRBLWA/1011400/ PHOfE100880152e FNO253•735.4101 Oldcastle Precast THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHAH NOT BE USED BIANYWAYINAMOUSTOTIEMERFB180F,ORWIIICUTIHEWRIflBiPBUBSIONOFtl ICAIME FN8'ABLNC. COPYRIGHT 0 2018 OLDCA&TLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT TOP' 13': REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION aTE 10103/18 SALES ORAWN MOWER QWOO DALBECK:ER PS EBH SCH S150818 REVNgN SHEET REV D A ATE 22 OF 44 01121/10 .02a9 KEYWAY 3 (SEE DETAIL) KEYWAY4 (SEE DETAIL) 18'-4343 OVERALL 47-714" TYP TYP BLOCKOUT (SEE NOTE 4) I I L J i"i ryr L r r r r r 1, r r TYP KEYWAY 4 (SEE DETAIL) WALL ACCESS (SEE DETAIL) v TYP CENTERED 1 1 L J r r i8 r r r r r r (xi PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 114" =1'0 TYP CID TYP 9' OUTSIDE WALL RECESS DETAIL A CHANGED PAGE NUMBER REVISION DESCRIPTION EBH BY (SEE HAIRPIN DETAIL) KEYWAY 3 /— (SEE DETAIL) HAIRPIN DETAIL KEYWAY4 (SEE DETAIL) WEIR PLATE WALL BASE ACCESS 1y' 13 SPACES @ 1'.4J 6. 21 SPACES @ 101" 74. PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE 114" =1'-0' KEYWAY 3 DETAIL VIEW B SCALE 114' y, z 2" >AMMAK e REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION KEYWAY 4 DETAIL RECEIVED CITY OF TUKWILA MAR 01 2019 I'CRMIT CENTFR PRODUCTION QUANTITY (18) SIDE WALL WI' PRODUCT WEIGHT 15,830 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 19'-1054" 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 850' 4. TOP POCKET USE 010-UV01084001 BILL OF MATERIALS # QUANTITY DESCRIPTION ITEM # 4ea ANCHOR 4 -TON T -BAR (GeN) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (Gatv) 5100830 3 4ea WALL WELD PLATE w/ STUDS 2290824 3.91 yds CONCRETE MIX- SCC 6010000 3.2912x1 84 REPAR A7061GR60 5510032 027 cwt 88 REBARA7091GR60 5510065 3.91 yds STEEL UPPER CONTINUOUS HIGH CHAIR 9300070 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE RI 32 #4 REBARA706IGR60 7'- 5' STR R2 4 #4 REBARA706/GR60 6'- 8' STR R3 12 #4 REBARA7O6/GR80 18'- 1' STR 823 4 #4 REBARA7061GR60 3'- 0' BENT R24 4 #6 REBARA706IGR60 4'- 6" BENT TYP R23 DETAIL NTS R24 DETAIL Oldcastle Precast® P.O.BORSIS AOBURN,WA MGM P OIE:I OMIS E FAh253.71642DI THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT SE USED MANY WAYNRIOp5TOfEMIBE71SOF,ORMITHOUTI EWO1133 I8MONOF=CASTLE PRECAST, INC. COPYRIGHT 0 2010 OLDCASTLE PRECAST, INC. ALL RIONTS RESERVED. 48' x 183' x 7.5 DETENTION VAULT SIDE WALL WI': LAYOUT NL REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE SAES DRAWN 10103118 PS EBH ORAwNe ilMSEi Dom SCH CIECIEO BALES ORDet S150818 DENSON NEST 010-5150818-001REV DATE 0112119 na,ra9 23 OF 44 Sn KEYWAY 9 (SEE DETAIL) W.43 OVERALL TYP 0 0 6 KEYWAY 4 (SEE DETAIL) II IF 99 . TYP KEYWAY 4 (SEE DETAIL) WALL ACCESS 1 (SEE DETAIL) TYP BLACKOUT (SEE NOTE 4) / / CENTERED 4'4 4 7 I 1 X I 1 LJ i e 1'e LJ / t 1 1 1 1 1 0 0 0 II 0 II II 1116-4 PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 1/4.= A CHANGED PAGE NUMBER REVISION DESCRIPTION ESN BY VIEW A SCALE 1/4' a 1'.O' TYP 6' 4,-rie TYP KEYWAY 3 (SEE DETAIL) (SEE HAIRPIN DETAIL) KEYWAY 4 (SEE DETAIL) / / KEYWAY 3 (SEE DETAIL) \ 22'0 HOLE KEYWAY4 (SEE DETAIL) 4 i 9' OUTSIDE WALL RECESS DETAIL HAIRPIN DETAIL 2' -- KEYWAY 3 DETAIL RECEIVED CITY OF TUKWILA MAR 0 7 2019 MAIM WELD PLATE WALL. BASE ACCESS 1.1 KEYWAY 4 DETAIL PRODUCTION QUANTITY (1) SIDE WALL W2' PRODUCT WEIGHT 15,530 L88 SHOP NOTES 1. FORM DIAGONAL DISTANCE: 184(e" 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 850' 4. TOP POCKET USE 010-W01084001 001 # QUANTITY 1 4ea 2 4ea 3 4ea 3,94 yds 3.94 Cwt 0.27 cwt 8,84 yds BILL OF MATERIALS DESCRIPTION ANCHOR 4 -TON T-SAR (Gale) ANCHOR 4 -TON ERECTION DSP (GaN) WALL WELD PLATE w/ STUDS CONCRETE MIX - SCC #4 REBAR A708IGR80 46 REBAR A708/0R60 STEEL UPPER CONTINUOUS HIGH CHAIR ITEM # 5100810 5100830 2280824 6010000 6510092 5510085 9300070 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION L1iOIdcastIe Precast Pd 808888 MAMA WA 11011LW8 PNONEKG*24888 FAIDEFG4364201 THIS DOCUMENT 18 TME PROPERTY OF OLOCASTLE PRECAST, INC. 1118 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED INANYWAYINMOC 8 TONE DMIRE8180P.DRYNTHOU191EVMRIENPER188PONOFCIDOMILE PRECAST, SAI COPYRIGHT 0 8018 OLOCA8Tl8 PRECAST, INC. ALL RIONT8 RESERVED. 48' x 183' x 7.5' DETENTION VAULT SIDE WALL W2': LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA. WA KEY CONSTRUCTUION DATE 10/03/18 ALES DRAM E8MEER 01E0 8A ES ER PS BH SCH 8150818 °WANG EMBER 010-5150818-001 REVISION AEMI 24 oF 44 01/21!19 8SPACES @1'4? 1074' 3 SPACES 10Ys' PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE 1/4" 000 VIEW A SCALE: 1/4" = A REVISION CHANGED PAGE NUMBER DESCRIPTION EBH BY re Eg 74' 13 SPACES @ 1O _ •�' 3 SPACES 4 SPACES 3' 4 « © ® // // I_ ...... _..I l+ / 1 1/ i , / 1 1+ Il 1 1-1_1 1 , ._.._..., ( I / ` 1 ",io i ...... _._.i 1 . / 1 T 11 S 1 I Ir, 1 _.._..., � % 4- }( 1 1 11 9 (1) 0 1 1 1 1 9 `E' 1 1 II II 11 I 11'0"1 1 IL -ii I I II p -II t9 T € II II �.--ill UJsit....__1..._........._......_..___. _._. �___L...._ 4 °6' PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE 1/4" 000 VIEW A SCALE: 1/4" = A REVISION CHANGED PAGE NUMBER DESCRIPTION EBH BY re Eg 74' 13 SPACES @ 1O _ •�' 3 SPACES 4 SPACES 3' 4 « © ® // // t / 1 T 11 S 1 I Ir, 1 _.._..., � % 4- }( t9 T € 4 II 1 II Y'' II 11 IF F a:: 1 1 II II I11 II I II I1 1 r - I'II' -II, 'yI� a f��lfyE'"', "?c 1 S * I� a2+ TYP R23 DETAIL NTS PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE:1I4"=1'-O R24 DETAIL 74. RECEIVED CITY OF TUKWILA MAR 0 ? 2019 PERMIT REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST QTY MATERIAL LENGTH SHAPE R1 32 #4 REBARA70SIGR60 7'- 5" STR R2 4 #4 REBARA7O6/GRSO 6'- 8' STR R3 4 #4 REBARA70SGR60 4'- 9" STR R4 14 #4 REBARA70810R60 18'- 1" STR R5 2 94 REBARA706/CR60 12'- 1 STR R6 2 #4 REBARA706/GR80 3'- 10' STR R7 4 # 4 REAR A706/GR60 2'- 6" STR R23 4 #4 REBARA706/OR60 3'- 0' BENT R24 4 #6 REBARA706/GRSO 4'- 6" BENT 101 Oldcastle Precast® P.0.BOXIME A1EURI.WA INCT1-0EEB PHONEE00E82.1SIM FNC26543$4201 THIS DOCUMENT IS THE PROPERTY OF OLDCABTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY. ANO SHALL NOT BE USED NANYWAYEW40USTOTIERHE11EFIISOF,ORNIMUT HEMITINPERWISIONOFOILCASRE PRECAST. INC. COPYRIGHT 0 201E OLDCABTLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT SIDE WALL W2': REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA. WA KEY CONSTRUCTUION DATE 1003/18 BALES PS WAN EBH SALES ORDER 8150818 SHEET DRAWING NUMBER 7, \tcl 010-S150818-001 UMW Jv . 25 of 44 KEYWAY 3 (SEE DETAIL) 22'9 HOLE KEYWAY 4 (SEE DETAIL) 184346' OVERALL 4'$' TYP 5';' TYP 7-3V TYP 0 0 II it II 11 f0� i KEYWAY4 (SEE DETAIL) WALL ACCESS J (SEE DETAIL) CD TYP TYP 0 0 II 0 II 0 11 11 II 0 11 PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE:1/4' =1'-0' 0 0 0 N II N TYP / KEYWAY 3 (SEE DETAIL) S. 9',831• TYP A CHANGED PAGE NUMBER ESH REVISION DESCRIPTION BY KEYWAY 4 (SEE DETAIL) 9' OUTSIDE WALL RECESS DETAIL HAIRPIN DETAIL KEYWAY 3 DETAIL RECEIVED CITY OF TUKWILA MAR 072019 PERMIT CENTER WELD PLATE WALL BASE ACCESS H KEYWAY 4 DETAIL PRODUCTION QUANTITY (1) SIDE WALL W3' PRODUCT WEIGHT 15,530 IBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: 18.-334e 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 0104N01084.001 BILL OF MATERIALS 6 QUANTITY DESCRIPTION REM 0 1 4 ea ANCHOR 4 -TON T -BAR (GaIY) 5100810 2 4 ea ANCHOR 4 -TON ERECTION DSP (Gah) 5100630 3 4 ea WALL WELD PLATE w/ STUDS 2290624 3.84 yds CONCRETE MIX =SCC 5010000 3.94 Daft 64 REBARA706/GRSO 5510032 0.27 at 66 REBARA706WGR80 5510065 3.84 yds STEEL UPPER CONTINUOUS HIGH CHAIR 9300070 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION 0 P.O.800888 AIRIRBLWA 11071451$ TPOIESDD89Id688 FNC963786421111 Oldcastle Precast THIS DOCUMENT 11 THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NANYWAYNARSOIO TOMEMEREST/OF, ORMRINIIRTHEWRRTENPER108MOHOFc DCASTE FREWBT,*C. COPYRIGHT O 9011 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5 DETENTION VAULT SIDE WALL W3". LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA WA KEY CONSTRUCTUION 001E SALES DRAWN M81®1 CHT SAIESOROER 10103/18 PS EBH SCH S150818 l�t��°► 010-5150818-001 26 OF 44 DRAWING NU.IBER REVISION SHEET 01121/19 9 IV 2 SPACES 1'-1X2' 2 SPACES y r // 1'•4Yz" 7 SPACES @ 1"-43i" tee'@,1,..4. f--/✓ @ V-13/4. / / / f T '....n»»,.w,.»q..onn...ss�..... /✓ u..«..n.va.esa...».. .....u..q...4y�4... ........u. »..v;swP..p.m.vx.n.1.........u,..sv..ss. L._ ,-v.u.. tic ...». auv,.v . y �l....... t E i.....__.) 1.% f 1 i - . --- = /-% / 1 I 1 /' 1 !___ / 1 / 1 ' 1 1 1 / i j r .__ 1 I 1 _� I 4 S a M ` I 1 j � 1 0 0 0 0 "D 1 1 3 1 [ 1 110 N `''x_ 0 0 0 , II N Pa n! in I I r I 11 a 11 I r � PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE 1/4' =1"-0" 000 VIEW A SCALE: 1/4" =1'-0' A CHANGED PAGE NUMBER EBH REVISION DESCRIPTION BY - 41 13• If • 4SPACES1 13 SPACES @10Y" " a' s�, 53/4" © / / / / t I a /I 1 I 1 I 4 M J 1 in � t i 0 0 0 N N `" 1 0 I II 0 II 0 II '-',.. 0 0 It I N 11 Li• l 0 �a� 41 0 �a� 4.z4 II II II 4ii 'I' 1.,6' TYP R23 DETAIL NTS PLAN VIEW REINFORCE31IENT (SHOWN AS POURED) BOTTOM MAT SCALE: 1/4' =1'-0" R24 DETAIL 74. RECEIVED CITY OF TUKWILA MAR 072019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE . APPROVED MAR 22 2019 • City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST 31 R1 112 R3 R4 R5 R8 R7 R23 1224 QTY MATERIAL 31 #4 REBARA7061GR60 5 # 4 REBAR A70WGR60 4 # 4 REBAR A706/GRSO 14 #4 REBARA706/GR60 2 #4 REBARA708/GR60 2 # 4 REBAR A706/GR60 4 #4 REBARA706/GR60 4 #4 MBAR A7060160 4 # 6 REBAR A706/GR60 LENGTH 7.- 5' SHAPE STR 6'- 8' 4'- 9' 18'- 1' 11'- 8" 4'- 3" 2- 8" 3'- 0 4'- 8' SIR STR SIR SIR STR STR BENT BENT 1111 . P.0.B03588 IMAM WA 10071-0685 ACM 0604112-001 FAXIS31261201 Oldcastle Precast (91 THIS DOCUMENT IB THE PROPERTY OF OLDCASTLE PRECAST, I110. IT IB CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY. AND SHALL NOT BE USED MINNWAYRLRDOI31011EINT ESISDF. ORYINHOUTREWRATENPERISSMONOFOLDCASTLE PRECAST, NG COPYRIGHT 0 2015 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5 DETENTION VAULT SIDE WALL 1N3': REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUNWIA, WA KEY CONSTRUCTUION DATE SALES jimERORPAN ENOMER 10/03(18 PS EBH BCH Mom 010-S150818-001 ROAMON A REV rni9 -moo SALE ofixR S150818 MEET 27 OF 44 KEYWAY 3 (SEE DETAIL) KEYWAY4 (SEE DETAIL) rat 1441' OVERALL 2.6' TYP TYP CENTERED a"o L J et 1® 1 1 TYP KEYWAY 4 (SEE DETAIL) WALL ACCESS (SEE DETAIL) PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 114" =1'-0' 3'-8' TYP 9" OUTSIDE WALL RECESS DETAIL A REVISION CHANGED PAGE NUMBER EBH DESCRIPTION BY (SEE HAIRPIN DETAIL) KEYWAY 3 (SEE DETAIL) KEYWAY4 (SEE DETAIL) KEYWAY4 (SEE DETAIL) HAIRPIN DETAIL WELD PLATE WALL BASE ACCESS 10 SPACES @ 1'-6' U4' SZ KEYWAY 3 DETAIL PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE 1/4" =1'-0" VIEW B SCALE: V4' =1'-0' y4' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION KEYWAY 4 DETAIL RECEIVED CITY OF TUKWILA LIAR 01 2099 PERMIT CENTER PRODUCTION QUANTITY (3) END WALL E1' PRODUCT WEIGHT 12,650 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: 16'-654' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: HYSTER 650' 4. TOP POCKET USE 010-1V01084-001 BILL OF MATERIALS # QUANTITY DESCRIPTION ITEM # 1 4ea ANCHOR4-TON TSAR (Gale) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (GaN) 5100630 3 2 ea WALL WELD PLATE w/ STUDS 2290624 3.12 yds CONCRETE MIX - SCC 5010000 2.66 cw1 #4 REBAR A706/GR60 5510032 0.14 cwt #6 REBARA706/GR60 5510065 3.12 yds STEEL UPPER CONTINUOUS HIGH CHAIR 9300070 REINFORCEMENT CUT LIST A QTY MATERIAL LENGTH SHAPE R1 27 #4 REBARA706/GR60 7'- 5' STR R2 2 # 4 REBAR A706/GRED 8' STR 113 12 # 4 REBAR A706IGR600 14'- 5' STR R23 4 #4 REBARA706/GR60 3'- 0' BENT R24 2 #6 REBARA706/GR60 4'- 6' BENT 1'.6" TYP R23 DETAIL NTS Oldcastle Precast® PO BW(E88 AUBURl.YA ROM .OMB PHOIE810482.1538 FAX MD 735.4201 THIS DOCUMENT IB THE PROPERTY OF OLDCABTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT SE USED INANYWAYSUIWIOUSTOTHEME ESTSOF,ORW@WFTIEWRIMINPEFORBSCNOFOILCASRE PRECAST.00. COPYRIGHT 0 201" OLDCABTLE PRECAST, INC. ALL RIONTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL E1': LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION MX MUM DIMN ENBINEER *ECM) BALEBORDER 10/03/18 PS EBH SCH 8150818 ORWWBiGNIMIER REVISION SHEET 010-S150818-001 ½PO_?aV. AMIE 28 OF 44 01/21/19 8. 144' OVERALL KEYWAY 3 (SEE DETAIL) 24? TYP TYP / / CENTERED 1 3'-8' TYP KEYWAY3 (SEE DETAIL) I I 1M1, L J ,'t 4 1 1 m 1 5 0 KEYWAY4 (SEE DETAIL) / 11 TYP KEYWAY 4 (SEE DETAIL) WALL ACCESS (SEE DETAIL) X1 IX L J 1'1, 1 1 1 4 1 CE) 1 r— LSI PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 1/4' =1%0' Y.8' TYP A REVISION CHANGED PAGE NUMBER DESCRIPTION LiBH BY (SEE HAIRPIN DETAIL) 25'0 HOLE KEYWAY 4 (SEE DETAIL) IEYWAY4 (SEE DETAIL) r r OUTSIDE WALL RECESS DETAIL HAIRPIN DETAIL KEYWAY 3 DETAIL WELD PLATE WALL BASE ACCESS } zv KEYWAY 4 DETAIL RECEIVED CITY OF TUKWILA MAR 072019 PERMIT CENTER PRODUCTION QUANTITY (1) END WALLET PRODUCT WEIGHT 12,270 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18'-6D/' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 010{1V01084-001 BILL OF MATERIALS # QUANTITY 1 4ea 2 4ea 3 2ea 3.03 yds 3.14 cat 0.14 cal 3.03 yds DESCRIPTION ANCHOR 4 -TONT -BAR (Gate) ANCHOR 4 -TON ERECTION DSP (Gale) WALL WELD PLATE ad STUDS CONCRETE MIX • SCC #4 REPAR A70SIGR6O #6 REPAR A706/GR60 STEEL UPPER CONTINUOUS HIGH CHAIR ITEM# 5100610 5100630 2290624 5010000 5510032 5510065 9300070 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION 0 PA.BN(W8 AUUMN,WA WNW PHONE: SODOM= FAX 2334354201 Oldcastle P recast TN18 DOCUMENT 18 THE PROPERTY OF OLDCASTLE PRECAST. INC. . IT 18 CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT 8E USED INANYWAYMAIM01.2101HEINERESISOF,ORETIMOUTTEWIUMMIM321111001CfaDCA811E PRECAST. MC COPYRIGHT 0 8018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL 'E2: LAYOUT DETAILS ELEMENTWESTIN DETE TTIONVAULT TUKWIUI, WA cusml¢R KEY CONSTRUCTUION MTh SALES OWN 10f018 PS EBH —sym INONWIBm 010-S150818-001 MOWER SCH CHE ICiD 1 SALES ORDER S150818 REVISION SHEET REAM 29 OF 44 41.11.P D 9 1Y' 4 SPACES pi 1'-5' 11%' 3 SPACES 1'S 43 H ® / @1QY• / ./ ® /f / // E I,1...._...... /'\ E r1 11 19, r1 I I.._._.._ F3i r't J 1` 11 r r ► 1 I.__., '/° I 11 ► 1 G 1 1 I 1 Q/ 1 ' 41) / r 1 r_; / / 1 # r 1 1 cio r ig i 4 1 I F i � II _0 O. O ri o0 u 2 A t,0 _0'11\ PLAN VIEW REINFORCEA8 NT (SHOWN AS POURS) SCALE 114'=1'-0' • VIEW A SCALE 114' =1'4' cc 7 SPACES 10" 6SPACES10' 1. 10 TYP R23 DETAIL NTS PLAN VIEW RE NFORCEMENT (SHOWN AS POURED) SCALE: U4' =1'-0' R24 DETAIL RECEIVED CITY OF TUKWILA CSAR 0 2 2019 PERMIT CENTER REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 26 *4 REBARA708/GR60 7'- 5• STR R2 2 #4 REBARA706✓GR80 6'- 8' SIR R3 5 #4 REBARA708/GR60 3'- 9' STR R4 12 *4 REBARA706/GR60 14'- 5' STR R5 4 *4 REBAR A706/GR60 6'- 7' STR R6 4 #4 REBARATO6/GR60 5'- 5' STR RT 4 # 4 REBAR A706/GR80 3 0' STR R23 4 *4 REBARA706/GR80 3 0' BENT R24 2 *6 REBAR A706/GR60 4'• 8' BENT 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION CO Oldcastle Precast® P.O.00IX PLR" WA WDP14618 PNDI&:EODOl46$ FA%210.7064201 THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SNALL NOT SE USED WANYYPEINP0 00ETOTHEERERESWOF,ORNITHOUT NFM1011IIPERMIE ONOFDICO1411E FRECAST.INC. COPYRIGHT 0 3010 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL 'EZ: REINFORCEMENT DETA9.S ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUGTUION CHANGED PAGE NUMBER DESCRIPTION EBH BY DATE 10103/16 SALA PS BH ijaaaaDRAYM DRAWING 010-S150818-001 NEMER SCH CHECKED ALSO ORDER 6150818 REAM SHEET REVILE 30 OF 44 01/21/19 vx 0' 212' O / / // 11 ... ........ J 1` r E 1 I.__., '/° I 1 1 Q/ / r 1 r_; / / 1 # r 1 1 cio / r ig i 4 1 2 A II,11 t,0 O.r0 I(-" 11 8 0 I fJ\ 1. 10 TYP R23 DETAIL NTS PLAN VIEW RE NFORCEMENT (SHOWN AS POURED) SCALE: U4' =1'-0' R24 DETAIL RECEIVED CITY OF TUKWILA CSAR 0 2 2019 PERMIT CENTER REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 26 *4 REBARA708/GR60 7'- 5• STR R2 2 #4 REBARA706✓GR80 6'- 8' SIR R3 5 #4 REBARA708/GR60 3'- 9' STR R4 12 *4 REBARA706/GR60 14'- 5' STR R5 4 *4 REBAR A706/GR60 6'- 7' STR R6 4 #4 REBARATO6/GR60 5'- 5' STR RT 4 # 4 REBAR A706/GR80 3 0' STR R23 4 *4 REBARA706/GR80 3 0' BENT R24 2 *6 REBAR A706/GR60 4'• 8' BENT 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION CO Oldcastle Precast® P.O.00IX PLR" WA WDP14618 PNDI&:EODOl46$ FA%210.7064201 THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SNALL NOT SE USED WANYYPEINP0 00ETOTHEERERESWOF,ORNITHOUT NFM1011IIPERMIE ONOFDICO1411E FRECAST.INC. COPYRIGHT 0 3010 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL 'EZ: REINFORCEMENT DETA9.S ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUGTUION CHANGED PAGE NUMBER DESCRIPTION EBH BY DATE 10103/16 SALA PS BH ijaaaaDRAYM DRAWING 010-S150818-001 NEMER SCH CHECKED ALSO ORDER 6150818 REAM SHEET REVILE 30 OF 44 01/21/19 KEYWAY3 (SEE DETAIL) 14'-9' OVERALL 4'-8' B.O. 34? TYP 1 g 16'0 x 173' BLOCKOUT KEYWAY4 (SEE DETAIL) r CD TYP KEYWAY4 (SEE DETAIL) WALL ACCESS (SEE DETAIL) 2.6 TYP KEYWAY 3 (sEE DETAIL) PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 1/4. KEYWAY3 (SEE DETAIL) VIEW A SCALE: 1/4' =142' (SEE HAIRPIN DETAIL) KEYWAY 4 (SEE DETAIL) KEYWAY 4 (SEE DETAIL) Zr 9' OUTSIDE WALL RECESS DETAIL HAIRPIN DETAIL KEYWAY 3 DETAIL WELD PLATE WALL BASE ACCESS Y• KEYWAY 4 DETAIL RECEIVED CITY OF TUKWILA MAR 072019 PERMIT CENTER PRODUCTION QUANTITY (1) END WALL'8' PRODUCT WEIGHT 12.430 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 16'46i' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: 91YSTER 650' 4. TOP POCKET USE 010-UV01084-0O1 BILL OF MATERIALS QUANTITY DESCRIPTION ITEM # 1 4ea ANCHOR 4 -TON T -BAR (GBN) 5100610 2 4 ea ANCHOR 4 -TON ERECTION DSP (Gels) 5100830 3 2 ea WALL WELD PLATE w/STUDS 2290824 3.07 yds CONCRETE MIX- SCC 5010000 297 oil 94 REBARA7081GR60 5510032 0.14 cwl AB REBARA706/GR60 5510065 3.07 yds STEEL UPPER CONTINUOUS HIGH CHAIR 9300070 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION Oldcastle Precast PD.BGN®S AWWW(NA IEDT7-0M1E PNONESID1B2.153I PALLYS37364101 THIS DOCUMENT 18 THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT SE USED NANYWAYNSAROUSTODEINTERESTS OF.CRWIDOUTI EW ITTEN PE01251CMOFC10CS811E PRECABT,NC COPYRIGHT 0 2011 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL E3': LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE 10A3H8 DALES PS SCH CHECKS) was cam 5150618 1y' 2 SPACES V-234 .3 SPACES 1-184' 5 SPACES 1'S V 4.1 PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE: 114' = T-0' A CHANGED PAGE NUMBER REVISION DESCRIPTION EBH 8Y 0 8v N 4 SPACES 10' 3SPACES / 9SPACES@10' 1,. 0 Aglik TYP R23 DETAIL NTS 0 PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE: I/4' =1'-0' R24 DETAIL R7 DETAIL RECEIVED CITY OF TUKWILA WAR 0 7 2019 PERMIT CENTER 1 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 26 # 4 REBAR A706IGR60 R2 2 #4 REBARA706/GR60 R3 4 #4 REBARA706IGR60 R4 12 # 4 REBAR A706IGR60 R5 2 #4 REBARA706/GR60 R6 2 #4 REBARA7061GR60 R7 4 #2 RESARA706/GR60 R23 4 # 4 REBAR A706IGR60 R24 2 # 6 REBAR A706/GR60 '-6'r- 6 t - 8' 5'- 11' 14'- 5' 8'- 5' STR STR SIR STR STR 4'- 2'- 3'- 4'- 3" 7' 0' 8' STR STR . BENT BENT Oldcastle Precast° P.O.BO%E88 ALBUM, WA 08011.091 PISTE E001024888 FAK15306i2D1 THIS DOCUMENT 18 THE PROPERTY OF OLDCASTLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED MMNWAYS48CU8TOTIEMERESTSOF,ORWOCIUTTIENRIITENPERIASSIO1 DFCIDGV11E PRECAST, SB. COPYRIGHT O 0015 OLOCASTLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL E3': REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION c Ects DATE Ma DRAWN 10103118 PS I EBH NAVAHOINa11�BEit 0105150818-001 MEM SCH EOR S150818 REVLSIDFI MEET REVMTE 32 OF 44 04( KEYWAY 3 (SEE DETAIL) 14'.8' OVERALL 6'e 3' 8' TYP CENTERED TYP TYP 18'0 HOLE KEYWAY 4 (SEE DETAIL) DX I I Jj // L 1 1 1 1 11 m 1 e TYP I I /vl L /11 / % I 1 / 1 m / 1 0 PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 1/4* 3..8' TYP A CHANGED PAGE NUMBER 0 REVISION DESCRIPTION KEYWAY 3 (SEE DETAIL) KEYWAY 4 (SEE DETAIL) KEYWAY4 (SEE DETAIL) OUTSIDE WALL RECESS DETAIL HAIRPIN DETAIL KEYWAY 3 DETAIL WELD PLATE WALL BASE ACCESS h KEYWAY 4 DETAIL RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER PRODUCTION QUANTITY (1) END WALL E4' PRODUCT WEIGHT 12,460 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: 16'.58 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' 4. TOP POCKET USE 010.W01084-001 BILL OF MATERIALS QUANTITY DESCRIPTION ITEM # 1 4ea ANCHOR 4 -TON T.BAR (Gaiv) 5100610 2 4 ea ANCHOR 4 -TON ERECTION DSP (Gale) 5100630 2 ea WALL WELD PLATE WI STUDS 2290624 3.07 yds CONCRETE MIX - SCC 5010000 3.14 cwt 44 REBAR A7061GR60 5510032 0.14 cwt 46 REBAR A7061GR60 5510065 3.07 yds STEEL UPPER CONTINUOUS HIGH CHAIR 9300070 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2019 City of Tukwila BUILDING DIVISION CPP.O.BIn(01S AIEUBLWA 1807105M PNOTE:000E02-1S 8 FAN ffi776.11 Oldcastle Precast 4, THIS DOCUMENT 111 THE PROPERTY OF OLDCASTLE PRECAST, INC. R 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED N ANYWAY MUR870TOTIE ME ES11 CF. ORWRTPUITNE MITTEN PERMBBR7NCFOlOCABILE PRECAST, BIC. COPYRIGHT 0 2011 OLDCASTLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL 'E4': LAYOUT DETAILS ELEMENTWESTIN DETENTION VAULT TUKWILA WA KEY CONSTRUCTUION GATE 10103/18 DRAWBIGNIMBFi8 010-5150818-001 /Twos- r 4 SPACES Cat 1'S 3 SPACES 1'-0' y ® // / ..»».»e.»...,.».,.....n»..»...».«,...r,».qyA " / @ 10Y" / ».»,9v.,..c.u, // r' r r r 1_._..-.. r r r r r i I 1` r i L__.._ raj 1- r i i r r 1 r r r 1 r 1 r 1 r Ii Q ' ' . �Pi r. If I0 `11 nu Fa II IL; 0-''N 11 PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE 114" =1'-0" 15" 7 SPACES 10' 6SPACES10' - iJ - ®" // / ----- @78y' " / // i I ,_ i I i i _. 1 Ii Q ' ' . If I0 `11 0-''N 11 .41 1'-0' TYP R23 DETAIL NTS PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE 1/4' =1'-0' R24 DETAIL REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE RI 26 #4 REBARA7061GR60 7'- 5" STR R2 2 #4 REBARA706/GR60 6'- 8" STR R3 5 #4 REBARA706/GR60 3'- 9' STR R4 12 #4 REBARA7OS/GR60 14'- 5' STR R5 4 # 4 REBAR A706/0R80 6'- 7• STR R6 4 6 4 REBAR A708/GR60 5'- 5• SIR R7 4 64 REBAR A706IGR60 3'- 0' STR R23 4 #4 REBARA706/GR60 3'- 0' BENT R24 2 # 6 REBAR A706/GR60 4'- 6" BENT RECEIVED CITY OF TUKWIL FEAR 0 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION Oldcastle Precast® P.O. BN(6B5 AMUCK WA Se07/47BB PHONE.001112-51B FAIL 2617Y51 THIS DOCUMENT ID THE PROPERTY OF OLDCABTLE PRECAST, INC. 17 IS CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY. AND SHALL NOT BE USED WARY WAY PUURCUBTOITE SREkRISOF.p WIIH7L fTHEW BITIN FERYBDMMOFD(Dfl4RE PRECAST, IC COPYRIGHT 0 2018 OLDCABTLE PRECAST. INC. ALL RIGHT 6 RESERVED. 48' x 183' x 7.5' DETENTION VAULT END WALL g,4' REINFORCEMENT DETAILS ELEME NTWESTIN DETENTION VAULT 11*WIU, WA KEY CONSTRUCTUION DTE 10103/18 SALES PS MAWR BH ENOBEER GESSED SALES ORDER SOH 6150818 REVISION 010 -S150818 -001A REV DATE 01121/19 /K OJc7 SHEET 34OF44 18'-4 OVERALL TYP PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1!4' =1'-0' CD 4'-7110 2.-3V TYP TYP T. ab 13E1 WALL ACCESS (SEE DETAIL) G VIEW A SCALE: 114' =1'-0" 9' CENTER WALL RECESS DETAIL A REVISION CHANGED PAGE NUMBER DESCRIPTION EBH BY KEYWAY3 (SEE DETAIL) GO 13 SPACES @ 1'a14' PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE: VC =1'-0' KEYWAY 3 DETAIL NTS RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT rFNTER PRODUCTION QUANTITY (19) SIDE WALL 'Cl' PRODUCT WEIGHT 15,830 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: 19'-1034' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: 'HYSTER 650' 4. TOP POCKET USE 010-UV01085-001 BILL OF MATERIALS QUANTITY DESCRIPTION ITEM # 1 4ea ANCHOR 4 -TON T -BAR (GaN) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (GaN) 5100630 4ea WELD CHANNEL 4'x 9'w/STUD 2290625 3.91 Yds CONCRETE MIX - SCC 5010000 2.91 cwt #4 REBARA7061GR60 3.91 Yds STEEL UPPER CONTINUOUS HIGH CHAIR 5510032 9300070 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 24 #4 REBARA706/GRBD 7'- 5' STR R2 4 4 REBARA70610R60 7'- 1 STR R3 12 # 4 REBAR A7061GR60 18'- 1' STR R23 4 # 4 REBAR A706/0R60 3'- 0' BENT REVfEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION 0:11 Oldcastle Precast® P.O.BOX561 ALUM. MA 88071848 WIONE10:41121838 FAX 2517264201 TH18 DOCUMENT IS THE PROPERTY OF OLOCASTLE PRECAST. INC. IT 19 CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT 8E USED INMYINATEUUMOUSTOIHEINIBUM1SOF.COMMOUTIHEINSITTENPERMISSIONOFOLCOSTIE FECASLRIC. COPYRIGHT 0 2018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT CENTER WALL TV: LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUIWILA, WA KEY CONSTRUCTUION DATE SALES I DRAWN SALESORDER 10103118 PS 1 EBH SCN 8150818 • DRAW Rum REVISION MEET 010-S150818-001 FevLE 35 OF 44 a oS ® © TOP MAT © 0 I BOTTOM MAT—I 0 i `1 ► At U r`1 ► 11 Et ►'► i , ► ► NI 0 1,....,% 1 ,r-/ 1 a m v '- CED Mir! rD.vf,ffYfY1V: 1 F'H`YF1 1• 13 SPACES @ 1'-414' 1Y' PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE: VC =1'-0' KEYWAY 3 DETAIL NTS RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT rFNTER PRODUCTION QUANTITY (19) SIDE WALL 'Cl' PRODUCT WEIGHT 15,830 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: 19'-1034' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: 'HYSTER 650' 4. TOP POCKET USE 010-UV01085-001 BILL OF MATERIALS QUANTITY DESCRIPTION ITEM # 1 4ea ANCHOR 4 -TON T -BAR (GaN) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (GaN) 5100630 4ea WELD CHANNEL 4'x 9'w/STUD 2290625 3.91 Yds CONCRETE MIX - SCC 5010000 2.91 cwt #4 REBARA7061GR60 3.91 Yds STEEL UPPER CONTINUOUS HIGH CHAIR 5510032 9300070 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE R1 24 #4 REBARA706/GRBD 7'- 5' STR R2 4 4 REBARA70610R60 7'- 1 STR R3 12 # 4 REBAR A7061GR60 18'- 1' STR R23 4 # 4 REBAR A706/0R60 3'- 0' BENT REVfEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION 0:11 Oldcastle Precast® P.O.BOX561 ALUM. MA 88071848 WIONE10:41121838 FAX 2517264201 TH18 DOCUMENT IS THE PROPERTY OF OLOCASTLE PRECAST. INC. IT 19 CONFIDENTIAL. SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT 8E USED INMYINATEUUMOUSTOIHEINIBUM1SOF.COMMOUTIHEINSITTENPERMISSIONOFOLCOSTIE FECASLRIC. COPYRIGHT 0 2018 OLDCABTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT CENTER WALL TV: LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUIWILA, WA KEY CONSTRUCTUION DATE SALES I DRAWN SALESORDER 10103118 PS 1 EBH SCN 8150818 • DRAW Rum REVISION MEET 010-S150818-001 FevLE 35 OF 44 a oS 0 KEYWAY 3 (SEE DETAIL) 18'-4%e OVERALL / TYP / TYP 4'-e BLOCKOUT (SEE NOTE 4) r r 1 ap TYP 5'-0' BLOCKOUT WALL ACCESS (SEE DETAIL) or r PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE: 114' =1'-0' VIEW A SCALE: 1/4" =1'-0' 9• 1 3'-0' TYP TYP CENTERED CENTER WALL RECESS DETAIL A CHANGED PAGE NUMBER EBH REVISION DESCRIPTION BY r CID CID 3'-1" TY? r KEYWAY 3 f (SEE DETAIL) 2' KEYWAY 3 DETAIL r 2 SPACES g 1'4y it r 1 1 r // 4 SPACES @1'A" 6 SPACES g 1.412. 2%. i rr 1' 7Y" I1Tin 771 PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTH MATS SCALE: 1/4' =1'-0' VIEW B SCALE 114' =1'-0" R23 DETAIL NTS RECEIVED CITY OF TUKWILA CSAR 0 2019 ?ERNIIT CENTER PRODUCTION QUANTITY (2) SIDE WALL 'CZ PRODUCT WEIGHT 13,015 LBS SHOP NOTES 1. FORM DIAGONAL. DISTANCE: 1B -10V 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: •HYSTER 650' 4. TOP POCKET USE 010JN01085-001 # QUANTITY 1 4ea 2 4 ea 3 4ea 326 yds 2.91 cwt 326 yds BILL OF MATERIALS DESCRIPTION ANCHOR 4 -TON T -BAR (GaN) ANCHOR 4 -TON ERECTION DSP (GOAL) WELD CHANNEL 4'x9' w/STUD CONCRETE MIX- SCC *4 REBAR A706/GR80 STEEL UPPER CONTINUOUS HIGH CHAIR ITEM # 6100810 5100830 2280625 5010000 5510032 9300070 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH R1 24 #4 REBARA706/GR60 7'- 5" R2 2 # 4 REBAR A708/GR6O 7'- 1 " R3 6 *4 REBARA706/GR60 2'- 5" R4 6 *4 REBARA706/GR60 18'- 1' R5 8 *4 REBARA7061GR60 8'- 8" R6 8 #4 RESARA706/GR60 4'- 1' R7 2 *4 REBARA706/GR80 3'- 0' R23 4 *4 REBARA706/GR60 3'- 0' SHAPE STR STR STR STR STR STR STR BENT REVIEWED FOR CODE COMPLIANCE - APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION l"r Oldcastle Precast PA.8Ox088 AUBIABAWA 10071-06811 PHONE:808010198 FA1hffi'R847M THIS DOCUMENT 18 THE PROPERTY OF OLDCABTLE PRECAST. INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT 8E USED INARYWAINII1 081018 0 LI�IBOF,CRRONOE CAST. IEHP. ALL LNOFOIOCASiEPRECABTE81C. COPYRIGHT 0 2015 OLOCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT CENTER WALL "C2: LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DTE SALESDRAWN mom 6 10103/18 PS EBH SCH beamPwa� 010-S150818-001 SAM6RDER 6150818 REIMA N WET A 36OF44 01/21/1 / TYP —I 12-311' OVERALL KEYWAY2 ...."7.11 (SEE OEEYAIL) 34' TYP 4'-11' 2-0' / m CD CD 3'-' ZrC -c4 u. CD ap b 9. TYP GROUTKEYWAY (SEE DETAIL) TI 1 KEYWAY2 (SEE DETAIL) BOTTOM FACE GROUT KEYWAY DETAIL (BASE) NTS PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4' =1'-0" VIEW A SCALE: 114' =1-0' AFT KEYWAY 1 DETAIL NTS A CHANGED PAGE NUMBER EBH REVISION DESCRIPTION BY IT r KEYWAY5 (SEE DETAIL) r TYP KEYWAY 5 (SEE DETAIL) 11 SPACES @ 1'-fg" 1% 1 II '7 1t II :iia CD ce 0 a.• PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTH MATS SCALE 1/4' =1'-0' 00 DRAFT KEYWAY 2 DETAIL (BASE) VIEW B SCALE: 114' r-0' PRODUCTION QUANTITY (2) END WALL B1' PRODUCT WEIGHT 18,690 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18'-8%%' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' BILL OF MATERIALS # QUANTITY DESCRIPTION ITEM # 1 8 ea ANCHOR 4 -TON T -BAR (Galy) 5100610 2 4 ea ANCHOR 4 -TON ERECTION DSP (Galy) 5100630 3 6 ea BASE WELD PLATE w/STUDS 2290626 4.61 yds CONCRETE MIX -SCC 5010000 2.89 awl #4 REBARA706/GR60 5510032 3.12 art #6 REBARA706/GR80 6510085 41A9sgl MESH CHAIR 5500000 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE RI 19 # 6 REBAR A706/GR60 16'- 0' STR R2 24 #4 REBARA706/GR6O 8'- 10' STR R3 13 #4 REBAR A708IGR60 16'- 0' STR R23 4 #4 REBARA7061GR60 3'- 0' BENT REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 TYP R23 DETAIL NTS City of Tukwila 4�BUILDING DIVISION CO Oldcastle Precast® I ( P.O. BMW NIBIMN,YA WOT!.5l8 1 1 PNDNE:e03e112-1888 FAX 2S3.7234201 II KEYWAY 5 DETAIL RECEIVED CITY OF TUKWIL MAR 01 2019 PERMIT C ENTER THIS DOCUMENT IS THE PROPERTY OF OLOCASTLE PRECAST, INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, ANO SHALL NOT BE U3E0 IIANTWAYWWOUBTO THE PREIEBROF,ORMITHOU?THERHTIEN FBgM910E0E01 API FRECVST.INC, COPYRIGHT O 2018 OLOCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASE 81". LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUI(WILA, WA KEY CONSTRUCTUION WE IE S LLES DRANB? StamFR CHECKED 8N ESORDER 10/0.9/16 PS EBH SCH S150818 CRAMNGM EIER REVISION SHEET 010-S150818-001 REVILE 37 OF 44 01/21/1 1 - a.!'! zv F, KE'YWAY5 (SEE DETAIL) a TYP CD —JI 5 KEYWAY 5 (SEE DETAIL) GROUT KEYWAY (SEE DETAIL) BOTTOM FACE GROUT KEYWAY DETAIL (BASE) NTS PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4'=1'-0' 11 11CD 11 11 VIEW A J SCALE 114'= 1'-0' KEYWAY 2 (SEE DETAIL) DRAFT KEYWAY 1 DETAIL (BASE) NTS A REVISION CHANGED PAGE NUMBER EBH DESCRIPTION BY TY? / KEYWAY2 (SEE DETAIL) 11 SPACES (01'.5(3V 15' 2) r DRAFT KEYWAY 2 DETAIL WASP PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTH MATS SCALE 1/4'=1'-0' VIEW B SCALE: l/4' =1'-0' r 4? KEYWAY 5 DETAIL IT 8 2 "1 PRODUCTION QUANTITY (1) BASE E3' PRODUCT WEIGHT 18,690 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 1E$%' 2 CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' BILL OF MATERIALS A QUANTITY DESCRIPTION ITEM # 1 8 ea ANCHOR 4 -TON T -BAR (GeN) 5100810 2 4 ea ANCHOR 4 -TON ERECTION DSP (GaW) 5100630 3 8 ea BASE WELD PLATE wl STUDS 2290626 4.61 yds CONCRETE MIX -SCC 5010000 2.89 cwt 04 REBAR A706/GR60 5510032 3.12avt 46 REBARA706/GR80 5510065 41.49 sqf MESH CHAIR 5500000 REINFORCEMENT CUT LIST # QTY MATERIAL RI 13 #6 REBARA7OWGR60 R2 24 #4 REBARA706/GR60 R3 13 #4 REBARA706/GR60 R23 4 #4 REBARA706IGR60 LENGTH SHAPE 18'- 0STR 8'- 10' STR 16'- 0' STR 3'- 0' BENT RECEIVED CITY OF TUKWILA NEAR o 7 2019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila G DIVISION 1'6. TYP R23 DETAIL NTS CO Oldcastle Precast® P.O.EOXIBI AUBURN. WA 1017105I$ PNOMEID0182-MW FAX'258.715401 THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT I8 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED NANTWAYODURIL STODENIEREST80F,piWRIpRTIEWRRIENFEB65IONOFC1D018TIF PRECAST. NC COPYRIGHT O 2011 OLDCA/TLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7,5' DETENTION VAULT BASE 193': LAYOUT 8 REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DQE SALES jaERDRAWN BEISEER CHECKED MESMER 10103118 PS EBH SCH S150818 CROW REVISION SHEET 010-5150818-001REVDDATE 38 OF 44 01/21119 c 18'31$ OVERALL 3.6 2'.O TVP KEYWAY 1 (SEE DETAIL) TYP 4,-1• BOTTOM FACE, TYP 3'-6' TOP FACE, TYP GROUT KEYWAY (SEE DETAIL) ray. 4' -0* BLOCKOUT TYP PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 114' =1'-0' 13'i b 5 KEYWAY 5 (SEE DETAIL) KEYWAY 2 (SEE DETAIL) GROUT KEYWAY (SEE DETAIL) 7-4 RECEIVED CITY OF TUKWILA MAR 0 2 2019 PERMIT CENTER PRODUCTION QUANTITY (1) BASE'84' PRODUCT WEIGHT 16,685 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18'x' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' BILL OF MATERIALS QUANTITY DESCRIPTION ITEM A 1 8ea ANCHOR 4•TON T.BAR (GaN) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (GeN) 5100630 6 ea BASE WELD PIXIE x4 STUDS 2290628 4.12 yds CONCRETE MIX -SCC 5010000 3.59 oet 1T4 REBAR A708/GR60 3.20 cwt #8 REBARA706IGR60 6510032 5510085 37.08 MESH CHAIR 6500000 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2019 City of Tukwila BUILDING DIVISION BOTTOM FACE GROUT KEYWAY DETAIL (BASE) NTS 21C DRAFT KEYWAY 1 DETAIL (BASE) NTS z16 r DRAFT KEYWAY 2 DETAIL KEYWAY 5 DETAIL Oldcastle Precast KLEOJ(SSS PLOWV WA MUSS PHONESDOS@4AS EVE20425401 THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT 15 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED PINY MAY NLIRCU TOTE IMPRESTSOF,CRINIT OUFTNEWRMEl MU SSONOFDIDGSRE FlECAST,S1C. COPYRIGHT 0 2015 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASE 'BC: LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION GATE BALES misOMWN 10103/18 PS EBH 010-S150818-001 39oF44 i 1 a , 1, 1 1 1 1 i, 1 4'° ;✓ 0 mD m1:1 lit KEYWAY 2 (SEE DETAIL) e ..... KEYWAY5 (SEE DETAIL) 1 co 'r mm mm \ GROUT KEYWAY (SEE DETAIL) ray. 4' -0* BLOCKOUT TYP PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 114' =1'-0' 13'i b 5 KEYWAY 5 (SEE DETAIL) KEYWAY 2 (SEE DETAIL) GROUT KEYWAY (SEE DETAIL) 7-4 RECEIVED CITY OF TUKWILA MAR 0 2 2019 PERMIT CENTER PRODUCTION QUANTITY (1) BASE'84' PRODUCT WEIGHT 16,685 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18'x' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' BILL OF MATERIALS QUANTITY DESCRIPTION ITEM A 1 8ea ANCHOR 4•TON T.BAR (GaN) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (GeN) 5100630 6 ea BASE WELD PIXIE x4 STUDS 2290628 4.12 yds CONCRETE MIX -SCC 5010000 3.59 oet 1T4 REBAR A708/GR60 3.20 cwt #8 REBARA706IGR60 6510032 5510085 37.08 MESH CHAIR 6500000 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 2 2019 City of Tukwila BUILDING DIVISION BOTTOM FACE GROUT KEYWAY DETAIL (BASE) NTS 21C DRAFT KEYWAY 1 DETAIL (BASE) NTS z16 r DRAFT KEYWAY 2 DETAIL KEYWAY 5 DETAIL Oldcastle Precast KLEOJ(SSS PLOWV WA MUSS PHONESDOS@4AS EVE20425401 THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT 15 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED PINY MAY NLIRCU TOTE IMPRESTSOF,CRINIT OUFTNEWRMEl MU SSONOFDIDGSRE FlECAST,S1C. COPYRIGHT 0 2015 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASE 'BC: LAYOUT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION GATE BALES misOMWN 10103/18 PS EBH 010-S150818-001 39oF44 3 SPACES g et/ 3 SPACES 41t " //11 // 274" 3 SPACES i'.5)/4* i V I% i i II It 8 1' 1 1 1 :::>:: "I 1' 95i" 3 SPACES @ 1'-0" 01/6• CD a) SUMP SUMP CAGE I' EI axil Rr PLAN VIEW REINFORCEMENT (SHOWN AS POURED) TOP MAT SCALE: 1/4' =1'-0" CHANGED PAGE NUMBER VIEW A SCALE: 1/4'=1'-0' EBH 1556' 3 SPACES @ 1'41e 1'-2' 9 SPACES @ 3 SPACES @ 1.-5Ve 3' 1' 0 8' / / R12 DETAIL SCALE 112' =1'-0' PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTTOM MAT SCALE: 1/4' =1'-0' VIEW B SCALE:1/4' =1'-0' (r i RECEIVED CITU OF TUKWILA MAR 072019 "ERirvii i CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE RI 9 #6 REBARA706/0R60 18'- 0' STR R2 5 #6 REBARA706IGR60 6'- 0" STR R3 1 #6 REBARA706!GR60 5'- 10' STR R4 5 #6 REBARA706/GR60 6'- 8" STR R5 1 66 REBARA706IGR60 4'- 7• STR R6 24 #4 REBARA7061GR60 8'- 10' STR R7 4 *4 REBARA706IGR60 3'• 11' STR R8 10 #4 REBARA706IGR60 16'- 0' STR R9 6 *4 REBARA7061GR60 6'- 0' STR RIO 8 #4 REBARA7061GR60 5'• 8" STR R11 4 *4 REBARA708/GR60 4'- 0' STR R12 8 #4 REBARA706/6R60 6'- 6' BENT R23 4 #4 REBARA7061GR60 3'• 0" BENT CilP.O.0OKII0 AWIRN,WA OWNS% PNOPE8000.1818 FAK 85}T64M Oldcastle Precast TYP R23 DETAIL NTS THIS DOCUMENT 18 THE PROPERTY OF OLDCASTIE PRECAST. INC. IT 18 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SNAIL NOT SE USED WANYSINP ROdOTOTlE E060$BOF, ORWMICA fTEIVRIITBIPBtlE86gNOFOISC1SOE PRECAST. PC. COPYRIGHT 0 2018 OLDCA8TIE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5 DETENTION VAULT BASE BC RE64FORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE SMEs OWN 10/03118 PS EBH DRATWIONIMER 010-S150818-001 DAMS ODES 8150818 MEET 40 OF 44 / gOVERALL SUMP / ! 4'-0" INSIDE CLEAR / s.� / d 1 d d 1 d CID CO • CD CD r L J U __==��_' r / t / 1 d 1 CD CD CD m PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4'= T-0• A REVISION CHANGED PAGE NUMBER DESCRIPTION EBH BY VIEW A SCALE: 1/4" =1,-0' 4A )D:: n /1 /r / 1 I C_) Co) / 1 d 1 8 1 1 1 d 1 / CDC? PLAN VIEW REINFORCEMENT (SHOWN AS POURED) SCALE 114" = P-0' VIEW B SCALE: 114" = V-0' RECEIVED CITY OF TUKWILA MAR 0? 2019 PERMIT CENTER PRODUCTION QUANTITY (1) BASE $4' w/ SUMP PRODUCT WEIGHT 19,460 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18'4' 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: HYSTER 650' BILL OF MATERIALS 8 QUANTITY DESCRIPTION REM # 0.69 yds CONCRETE MIX • SCC 6010000 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION CO Oldcastle Precast° P.O.BOXSII NIUMWA 100714SE8 PHINE:IODE92428 FVh2511-7364201 TRIS DOCUMENT IB THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY. AND SHALL NOT BE USED IIANYTSwMSAlOUSTOHIE SRERE4ISOF,ORYADRRrtT1EWRITIENPEW ISSION OF =CASTLE PRECAST, INC COPYRIGHT • 2015 OLDCABTLE PRECAST, INC. ALL RIONTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASE 184": SECOND POUR DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DME BALES DRAWN 10/09/18 PS EBH EMBR18S3i SCH CHECKED SAIES OME2 8150818 D RAWWG NUMBER 010-5150818-001 REVISION A 01/21/19 MET 41 of 44 19.- 'OVERALL T-6" 1'-0' GROUT KEYWAY (SEE DETAIL) TYP KEYWAY 2 (SEE DETAIL) 1� CD CD ( �— KEYWAYS (SEE DETAR) 9' TYP V KEYWAY 2 1 (SEE DETAIL) GROUT KEYWAY (SEE DETAIL) CD GROUT KEYWAY DETAIL (BASE) NTS PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1/4'. 1.-0' VIEW A SCALE: 114' =1'-0' 2K" DRAFT KEYWAY 1 DETAIL (QE) A REVISION CHANGED PAGE NUMBER EBH DESCRIPTION BY NTS 2' KEYWAY5 (SEE DETAIL) LL r 11 SPACES 1'-6' 19• I II II ,Iw 11 " % • 1 I 2i 11 I 11 Pr (� W 1 fi ii LIv PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTH MATS SCALE:114' DRAFT KEYWAY 2 DETAIL () VIEW B SCALE: 114' V-0' KEYWAY 5 DETAIL RECEIVED CITY OF TUKWILA 14AR022019 PERMIT CENTER PRODUCTION QUANTITY (35) BASE135' PRODUCT WEIGHT 18,890 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 18' %' 2. CONCRETE FINISH SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD: "HYSTER 650' BILL OF MATERIALS QUANTI1Y DESCRIPTION ITEM 5 1 8ea ANCHOR 4 -TON T -BAR (Gala) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (GaN) 5100630 3 4 ea BASE WELD PLATE wl STUDS 2280628 4.61 yds CONCRETE MIX • SCC 5010000 2.87 cwt #4 REBARA708/GR60 5510032 3.12 me 98 REBAR A706/GR60 5510085 41.49 eqf MESH CHAIR 5500000 REINFORCEMENT CUT LIST 8 QTY MATERIAL LENGTH SHAPE RI 13 86 REBARA706/GR60 16'- 0' STR R2 24 *4 REBARA7081GR60 8'- 9" STR R3 13 1/4 REBARA7081GR6O 16'• 0' STR R23 4 #4 REBARA7061GR80 3'• 0' BENT REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila G DIVISION TYP R23 DETAIL NTS CO Oldcastle Precast® P.0.93XSAB NB" WA 100714X88 ROE;80WB-253.4 FANSES4lw42SI THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT 1S CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY, AND SHALL NOT BE USED DIANYWAY Mina TOME MIMESIS OF.ORWITHOURHEWBTTBIP✓ BBgNCF01DIMITE PRECAST. BC. COPYRIGHT O 2012 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASE ST: LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE SALES DRAWN 10103118 PS EBH DRAWWa MASER 0105150818-001 ENDSlEBi SCH REVISION A REV 011)219 SAMS ORDER 81818 MEET 42044 n �8=daa9 Y TYP 15-5' OVERALL 2'-0' KEYWAY5 J 71 (SEE DETAIL) TYP TYP 1 1 1-1 1 r 1 1 , 1 1 CD m CD m 4, -Oh" TYP 32" CD KEYWAY 5 (SEE DETAIL) GROUT KEYWAY (SEE DETAIL) PLAN VIEW LAYOUT (SHOWN AS POURED) SCALE 1N" =1'-0' KEYWAY5 (SEE DETAIL) 2' BOTTOM FACE GROUT KEYWAY DETAIL (BASE) NTS CHANGED PAGE NUMBER EBH DESCRIPTION BY KEYWAY5 (SEE DETAIL) 11 SPACES @ 14'-10314• 1 PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTH MATS SGU.E:114' =1'-0' 2%* 76' DRAFT KEYWAY 1 DETAIL AS NTS VIEW B SCALE 114' =1'-0' 5 II II I II 1° KEYWAY 5 DETAIL NTS RECEIVED CITY OF TUKWILA MAR 0 7 2019 PERMIT CENTER /k -o PRODUCTION QUANTITY (2) BASE BB' PRODUCT WEIGHT 17,690 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE: IT -1$5 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 650' BILL OF MATERIALS QUANTITY DESCRIPTION ITEM # 1 8ea ANCHOR 4 -TON T -BAR (GaN) 5100610 2 4ea ANCHOR 4 -TON ERECTION DSP (GaN) 5100630 3 6ea BASE WELD PLATE w/ STUDS 22906.28 4.37 yds CONCRETE MIX • SCC 5010000 2.70 cwt #4 REBARA706/GR60 5510032 2.73 cwt #6 REBAR A7061GR80 5510065 39.33 sq4 MESH CHAIR 5500000 REINFORCEMENT CUT LIST QTY MATERIAL LENGTH SHAPE RI 11 #6 REBARA706IGR6O 15'- 2' STR R2 1 # 6 REBAR A706IGR60 14'- 1' STR R3 20 # 4 REBAR A706/0R60 8'- 10" STR R4 4 #4 REBARA706/OR80 B'• 3" STR R5 12 #4 REBARA706/0R60 15'- 2' STR R23 4 #4 REBARA706/GR60 3'- 0" BENT REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 ukwila ION TYP R23 DETAIL NTS Oldcastle Precasts P.O. BOX MM AIIIIRNAVA MOW PHCODK0112-1613 FAThffi7331201 T NIS DOCUMENT 18 THE PROPERTY OF OLDCABTLE PRECAST, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY. AND SHALL NOT NE USED BUNTYA1rWWICUSTOTHENIHIMT80F,CMPTIMU21NEWRITTEN PERMODNOFCIDCARIE MECABT.INC. COPYRIGHT O 2011 OLDCANTLE PRECAST. INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASE 136" LAYOUT & REINFORCEMENT DETAILS ELBAENT WESTIN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION 031E SALES DRAWN SOW PS EBH zahti 010-5155WARIER 018-001 09 SCH. CHEM RENON A 01121/19 SALES ORDER 6150818 SHEET 43OF44 i 16-0' OVERALL 2' KEYWAY 5 —" (SEE DETAIL) TYP CENTERED TYP 1'.0' BLOCKOUT GROUT KEYWAY TYP (SEE DETAIL) TYP CD 1 t ! t !-t 1 % ! 1 t 1. CD CD LIN—IIKEYWAY 6 (SEE DETAIL) 9' TYP KEYWAY 5 (SEE DETAIL) i GROUT KEYWAY (SEE DETAIL) PLAN VIEW LAYOUT (SHOWN AS POURED) suds: lie BOTTOM FACE GROUT KEYWAY DETAIL (BASE) NTS A CHANGED PAGE NUMBER EBH REVISION DESCRIPTION BY TYP KEYWAY5 (SEE DETAIL) cn Thi 11 SPACES @ 1'4 // 0 0 2 6 t t I t 1 ` ! t ! ` , N 0 y— :ID LY'1 Ca. ii II is II iB -,1 - � r is ii PLAN VIEW REINFORCEMENT (SHOWN AS POURED) BOTH MATS SCALE: 1/4" 23s 3P DRAFT KEYWAY 1 DETAIL (BASE) NTS F w; wi IT .. 4� _ a....n.vn.......w.n......n. .I nn..n.v..}s.............. v......nn.a.m.......v.v......... ....v......v..v...........v..r.v.w...n..v...n.n...w.....n..vv...v.v..ur VIEW B SCALE: 1/4" = P-0' KEYWAY 5 DETAIL NTS PRODUCTION QUANTITY (18) BASEST PRODUCT WEIGHT 17,690 LBS SHOP NOTES 1. FORM DIAGONAL DISTANCE 1T -113;a 2. CONCRETE FINISH: SCREED FINISH WITH MACHINED EDGES 3. TRANSPORT METHOD TO YARD:'HYSTER 850' BILL OF MATERIALS # QUANTITY DESCRIPTION ITEM # 1 8 ee ANCHOR 4 -TON T-8AR (GeN) 5100810 2 4 ea ANCHOR 4 -TON ERECTION DSP (Gels) 5100630 3 4ea BASE WELD PLATE w/STUDS 2290828 4.37 yds CONCRETE MD(• SCC 5010000 1.48 ay( #4 REBARATM/GRIM 0610032 5.47 ad #8 REBARA706/GR60 5510085 39.33 set MESH CHAIR 5500000 REINFORCEMENT CUT LIST # QTY MATERIAL LENGTH SHAPE 15'- 2" STR 8'- 9' STR 3'- 0" BENT RI 24 #8 REBARA708/GR80 R2 24 # 4 REBAR A708WGR60 R23 4 #4 REBARA706/GR80 RECEIVED CITY OF TUKWILA CAR 072019 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila LNG DIVISION R23 DETAIL NTS 0 P.O. BOX SSI ALEUTS{ WA SEMI= PHONE 80 42-15$ FAIL 26143E42lI Oldcastle Precast® ik-a3o� THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT I8 CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY. AND SHALL NOT NE USED MANYWAY SAIROUST0THEPOBEESOF,ORWMCUTTIEYSSTIFN PERMEGOi CP =CAERE RECAST. INC. COPYRIGHT 0 2018 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. 48' x 183' x 7.5' DETENTION VAULT BASE Tin LAYOUT & REINFORCEMENT DETAILS ELEMENT WESTN DETENTION VAULT TUKWILA, WA KEY CONSTRUCTUION DATE SALES DRAM MOM SHOED SATES ORDER 10=18 PS EBH SCH S150818 MU1YANSMS®ER WWI SHEET 010-5150818-001FEY BATE 44 OF 44 0121/19 s Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting Element by Westin - Vault - 19B172 - Field Report: Reinforcing Steel: Report #F208693 CLIENT Tukwila Hotel Group, LLC PROJECT LOCATION 515 Industrial Dr Tukwila WA Inspection Information: Inspection Date: 07/03/2019 Inspection Performed: Subcontractor: Sheets: Location/Area: Details: Reinforcing Grade: Reference Reports: Remarks: Time Onsite: Weather 10:OOam Conditions: `Reinforcing Steel DATE 07/03/2019 PERMIT # D-18-0309 60s, sunny i ARH & Assoc. ! Continuous or Periodic: S2 Detention Vault ( lid) S4/15A, S4 8 Level/Elevation: ASTM A615, Grade 60 'Embeds: _ -W Approved Plans Dated: MTC on-site, as requested, for special inspection of reinforcing steel for cast in place concrete, Locations: Site detention vault ( lid) . Periodic Subgrade Inspection: Reinforcing steel for the detention vault lid at this time for proper placement, size, grade, spacing, clearance, splice length, and secure. General layout is shown on S4 with associated details on S5. All reinforcement was in place in compliance with the plan details and specifications, and code. MTC will verify reinforcing steel clearances after the formwork has been installed and prior to concrete placement. To the best of MTC inspector's knowledge, the above-described work was performed in general accordance with project specifications and approved plans. Images: RECEIVED CITY OF TUKWILA JUL 0 5 2019 i'ERIUIIT CEN I;: Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 Regional Offices: Olympia Bellingham Silverdale 360.534.9777 360.647.6111 360.698.6787 Visit our website: www,mtc-inc.net Tukwila 206.241.1974 Element by Westin - Vault - 1911172, 07/03/2019, #F208693, Page 1 of 3 T O R^� !� p I i� p +T Ma:telli i[e L e5tIng C© tll trtg9 _inco Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consrltng 7 UPLOADED: 07/03/2019 16:12:35 UPLOADED: 07/03/2019 16:12:36 UPLOADED: 07/03/2019 16:12:37 UPLOADED: 07/03/2019 16:12:39 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 Regional Oftiices: Olympia Bellingham Silverdale Tukwila 360.534.9777 360.647.6111 360.698.6787 206.241.1974 Visit our website: www,mtc-inc.net Element by Westin - Vault • 1913172, 07/03/2019, #F208693, Page 2 of 3 Mateigalis 7estling & C®nsailitfg9 e co Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting UPLOADED: 07/03/2019 16:12:40 REPORTED BY: Lindsey Martin REVIEWED BY: Michael Houser, Project Manager Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 Regional Offices: Olympia Bellingham 360.534.9777 360.647.6111 Silverdale 360.698.6787 Visit our website: www.mlc-inc.net Tukwila 206.241.1974 Element by Westin - Vault - 19B172,,07/03/2019, #F208693, Page 3 of 3 DESIGN CALCULATIONS FOR 12.5" HOLLOW CORE SLABS FOR ELEMENT BY WESTIN DE 1 ENTION VAULT TUKWILA WASHINGTON BY: CONCRETE TECHNOLOGY CORPORATION AUSTIN D. MAUE, P.E. JOB #: 19027A -H DATE: 5/16/2019 1 HEREBY CERTIFY THAT THE PRECAST CONCRETE COMPONENTS DESCRIBED HEREIN HAVE BEEN DESIGNED TO CARRY THE LOADS SPECIFIED BY THE ENGINEER OF RECORD, THESE. CALCULATIONS ARE HEREBY SUBMITTED TO THE ENGINEER OF RECORD FOR. REVIEW AND APPROVAL ENGINEER OF RECORD DESIGN LOAD APPROVAL SIGNATURE:au, '--* DATE: Ue1A1 BY SIGNING THE ABOVE, THE ENGINEER OF RECORD INDICATES THAT THE DESIGN LOADS SHOWN IN THESE CALCULATIONS CONFORM TO PROJECT SPECIFICATIONS. REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT AND GENERAL COMPLIANCE WITH INFORMATION GIVEN IN THE CONCTRACT DOCUMENTS. CONTRACTOR SHALL CONFIRM DIMENSIONS AND QUANTITIES. El REVIEWED FOR LOADS IMPOSED ON BASIC STRUCTURE ONLY. ®NO EXCEPTIONS TAKEN n APPROVED AS NOTED n REVISE & RESUBMIT BY: DATE: 6/5/19 collons group, Ilc 5205 ne 18th ct renton, wa 98059 P: 206.556.1395 FILL W/CONCRETE BY OTHERS, TYP. CIP SLAB & MANHOLE BY OTHERS 0 SIM. REINFORCEMENT BY OTHERS, TYP. 6" X 8" POUR SLOTS PER PLAN BY CTC, TYP. CONST. JOINT CIP WALL BY OTHERS, TYP. VOID DAM BY CTC (INSTALLED BY OTHERS) 121/2" H.C. SLAB BY CTC Yi X 34" CONT. BRG. STRIP BY CTC (INSTALLED 14" FROM FACE OF WALL BY OTHERS) 3" BRG SECTION O REF. 14/S4 7/S5 6 SIM 2' 0" TYP. REINFORCEMENT BY OTHERS, TYP. GRATE & CURB BY OTHERS, TMP. Yi X its" CONT. BRG. STRIP BY CTC (INSTALLED 1/2" FROM FACE OF WALL BY OTHERS) SECTION O SEE SECTION "A" FOR CALLOUTS IN COMMON REF. 12/S4 SECTION REF. 20/55 The use of them done and epeomcation..NON he re.trieted to the erighd purpose for mhld, they were armored. Any reproduction or d.trk,otbn Is ., greoiy limited to ouch use. My other reproduction. muse or &Wm. .doby Mole rt, In pa1thout the mitten momentof CIn 6 prohibited. Them drawing. and .pedflootIon• contain proprietary information and UM remain In CTG SEE SECTION A FOR CALLOUTS IN COMMON REINFORCEMENT BY OTHERS, TMP. 6" X 8" X 6" DEEP SIDE POUR SLOTS PER PLAN BY CTC, TYP. CONT. BACKER ROD BY OTHERS, IF REQ'D SECTION REF. 13/S4 REINFORCEMENT BY OTHERS, TYP. SEE SECTION 'A FOR CALLOUTS IN COMMON CONT. BACKER ROD BY OTHERS, IF REQ'D SECTION OE REF. 18/S5 FILL WITH CONCRETE BY OTHERS, TYP 6" X8"X6"DP SIDE POUR SLOTS PER PLAN BY CTC, TYP. FILL W/GONG. & REINF. 8Y OTHERS SECTION REF. 158/S4 CONT. BACKER ROD BY OTHERS, IF RECD DESIGN LOADS 100 PSF UVE LOAD OR 45K OUTRIGGER ON 18" SO. PAD ON 3" ASPHALT 0 150 PCF ON COMPACTED FILL 0 130 PCF MIN. COVER DEPTH = 0'-11" MAX. COVER DEPTH = 1'-6" FILL W/GROUT BY OTHERS 00x00 SECTION O REF. 15A/S4 I HEREBY CERTIFY THAT THE PRECAST CONCRETE COMPONENTS HAVE BEEN DESIGNED TO CARRY THE LOADS SPECIFIED BY THE ENGINEER OF RECORD. THESE DRAWNCS ARE HEREBY SUBMITTED TO THE ENGINEER OF RECORD FOR RENEW AND APPROVAL CONT. BACKER ROD BY OTHERS, IF REQ'D RECEIVED CITY OF TUKWILA JUN 2 8 2019 PERMIT CENTER p5•n•W NOTES 1. CTC WILL INSTALL ALL BLOCKOUTS OR POUR SLOTS REQUIRED FOR MANHOLES OR STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. PENETRATIONS FOR ALL OTHER TRADES ARE TO BE FIELD INSTALLED BY OTHERS. 2. FIELD INSTALLED PENETRATIONS MUST NOT INTERFERE WITH PRESTRESSING STRANDS. SEE SECTION BELOW FOR LOCATION OF SAFE DRIWNG AREAS. 3. PRESTRESSING STRANDS TO BE ASTM A416, 270 KSI., 1i"0 UNCOATED 7 -WIRE LOW RELAXATION. 4. HOLLOW CORE fc = 8,000 P9 JOINT GROUT fc = 3500 PSI VOID FILL CONCRETE fc = 3,500 PSI 5. ALL HOLLOW CORE JOINTS SHALL BE GROUTED AS PER CTC'S RECOMMENDATIONS. SEE 'FIELD HANDUNG AND ERECTION' BROCHURE SUPPUED WITH SHOP DRAWING SUBMITTAL. 6. VOID DRAIN HOLES WILL BE INSTALLED IN HOLLOW CORE SLABS. CAP TOP HOLES PRIOR TO PLACING COVER TO PREVENT MATERIAL FROM WASHING INTO VOID AND PLUGGING DRAINS. DRAIN HOLES MUST BE CLEANED OUT Ar !LH END CLOSURE CONCRETE POURS ARE COMPLETE. CONTRACTOR MAY PATCH HOLES. IF NECESSARY, ONCE STRUCTURE IS WEATHER PROOFED. 7. THE HOLLOW CORE SLABS FOR THE VAULT UD HAVE 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 NAS BEEN PLACED OVER THE VAULT WITHIN THE UMITS SPECIFIED ON THIS DRAWING. FOR CONTRACTOR'S EVALUATION OF CONSTRUCTION LOADS, ALLOWABLE UNIFORM LOADS ON THE BARE SLABS CAN BE OBTAINED FROM CTC'S WEBSITE WWW.CONCRETETECH.COM. 8. SEE "DESIGN LOADS" ON THIS DRAWING FOR MINIMUM AND MAXIMUM ALLOWABLE HEIGHT OF COVER FROM TOP OF VAULT TO GRADE. CONTRACTOR RESPONSIBLE TO MAINTAIN HEIGHT OF COVER BETWEEN THESE UMITS OR INFORM CTC OF CHANGES BEFORE MANUFACTURE OF PRODUCT. DIMENSIONS FOR SAFE DRILLING LEGEND r/ NO DRIWNG 3" 141" i 26" 3 371" I63/4" I 111" I 111" I 111" 644"I HOLLOW CORE JOB QUANTITY TABULATION JOB NAME: ELEMENT BY WESTIN DV DATE: 4/1/19 JOB S: 19027A PRODUCT: ULTRA12.5 ISSUED BY: MATT CROWELL UNIT WT: 340 LBS/LF SHIP LOOSE ITEMS: BRG STRIP & VOID DAMS PER SHIP ORDER TOTALS 138 MARK PIECE NUMBER QTY. 346 Tons 2,037.42 16,551 WEIGHT LENGTH TOTAL MINIMUM (Lbs.) (ft.) LENGTH STRANDS 27 - 27 - 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 111 1 1 4 3 1 1 2 1 1 2 1 2 1 2 1 1 1 5,158 3,570 5,158 5,158 5,158 3,570 5,158 4,080 4,080 3,512 5,158 3,570 3,570 4,138 4,138 3,570 5,158 5,158 5,158 15.17 10.50 15.17 15.17 15.17 10.50 15.17 12.00 12.00 10.33 15.17 10.50 10.50 12.17 12.17 10.50 15.17 15.17 15.17 1683.87 10.50 15.17 60.68 45.51 10.50 15.17 24.00 12.00 10.33 15.17 21.00 10.50 24.34 12.17 21.00 15.17 15.17 15.17 8 11 8 8 8 11 8 8 8 11 8 11 11 8 8 11 8 8 8 SOC Concrete Technology Corporation (CTC) will not start production of the hollow core slabs until CTC receives approval of dimensions, quantities and colas depths from the contractor mil approval of design loads from the engineer of record. CONTRACTOR APPROVAL OF DIMENSIONS, QUANTITIES 8 COVER DEPTHS COMPANY: ARH & Associates CONTACT: Greg Lesko SIGNATURE: DATE: By signing the above, the contractor approves all dimensions, quantities and corer depths shown on these drawings for construction purposes. ENGINEER OF RECORD APPROVAL OF DESIGN LOADS SIGNATURE: DATE: By signing the above, the engineer of record indicates that the 'Design Loads' shown on these drawings conform to project specifications. A n SUBMIT NC 5/17/19 No. Stotus Revision By App d Dote CONTRACTOR: 253-479-9505 ARH & Associates, Inc. 8811 South 218th Street Kent, WA 98031 Oeslo ADM .... a,mamd MC .. DO NOT SCALE CONCRETE TECHNOLOGY CORP. MANUFACTURERS OF PRESTRESSED CONCRETE 1123 PORT OF TACOMA ROAD TACOMA. WASHINGTON 98421 ELEMENT BY WESTIN DETENTION VAULT CITY OF TUKWILA, WASHINGTON 1232 HOLLOW CORE SECTIONS AND GENERAL NOTES 004 APRIL., 2019 s,. No. 1, Of 2 oma. No. HC -.-1 / 6 1 &O. No. 19027A DIT 0309 8" 185'-4" (24) 121/2" HOLLOW CORE SLABS 0 4'-0" NOM. = 96'-0 SIM A (6) PLCS C- IN a u N fD 0 M I 0 I 'a 000 02 DOD N U 'vf O V I ' I� /1 000 10 000 II M f 0 000 16 0000 o a U Support beam is 12 wide. The use of these plans and specifications shall be restricted to the original purpose for which they were prepored. Any reproduction or distribution Is expressly limited to such use Any other reproduction, reuse or disclosure by any method, in whole or In port, without the written consent of CTC is prohibited. These drawings and specifications contain prop ietary information and title remains in CTC. /\ 000000000000 ■■--_Q 000000 000001300000130000000000000000000000000000000000000000000000000000 f 1 = = - 03 04 100000000000000000000000000000 o: 'N N 0 -I -a 01 01 01 01 00 01 0000 01 0000 01 0000 01 0000 01 0000 01 0000 01 0000 01 01 0000 0000 01 0000 01 0000 01 0000 . ii_n_ 01 0000 05 01 000000000000000000130100001300 e 17 0 000000000000000000000000000000000000000000000000000000 0 c - - � 1 rn o 0 I _4 01 01 01 TYP 01 01 01 01 01 01 TYP Q 01 • 01 01 01 01 = 11 00000000000000000000000000000000000000000000000000000000■■■■0000■■■■000000000000000❑ 04 01 05 _01 ❑000000000000000000000000000 = 1= I= - o 1 I DODO 00000000000000000000000000000000000000000000000000001 1 a — - v I n 0 17 0 000000000000❑0000000000000000000000000000000o000000000000000000000000000000 04 X05 01 01 01 01 01 01 01 01 --- 01 01 01 01 01 01 01 01 01 01 00000000 1 185'-4" j 0000 0000 10 o I 063 01 1 00000000 3 c /0000 3 \ m w ❑000 IW T w o z 12 3 01 = 00000000 I - 000 0 0 12 3 000 0000 w (22) 121" HOLLOW CORE SLABS 0 4'-0" NOM. = 88'-0" 8" N 01 01 00000000 ❑ 000000000000 01 01 01 01 000000000 000000 0000 01 0000 01300 0000000000130 0000 01 01 01 01 01 0000 0000 0000 0000 0000 0000 01 D000 00000000 01 01 0000000 0000 01 0000 01 007 0000n 000 0000130❑ O 0000000000000■ 00 C100000000000000000000000000000000 00000000000000 CO O `~ w N w 1 co in ==I II z J = - 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 V I— 000000000000000000000000000000000000900000000000 00000000000000000000 a TYP TYP Q IMF 01 0000 12221 CD, C C 08 0 08 09 c 0011000000000000 10 .-0000 —13-0---� 0000 0 00000000 C 14 0 14 o15 000000000000 N 1000000000000 D000 0000 01300 0000 0000 01300 01300 0000 0000 0000 0000 0000 0000 001313 00,10 0000000 a _ I _ M a w I 0 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 0000000000000000000000000130000000000000000000000000000000000000p00000000 00000000 a 18 18'-a= 19ff 00000000000 000 1 0 a SIM (2) PLCS In D_ 0 E REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT AND GENERAL COMPLIANCE WITH INFORMATION GIVEN IN THE CONCTRACT DOCUMENTS. CONTRACTOR SHALL CONFIRM DIMENSIONS AND QUANTITIES. Ll REVIEWED FOR LOADS IMPOSED ON BASIC STRUCTURE ONLY. ® NO EXCEPTIONS TAKEN fl APPROVED AS NOTED REVISE & RESUBMIT BY: DATE: 6/5/19 collons group, 11c 5205 ne 18th ct renton, wa 98059 P: 206.556.1395 PLACEMENT PLAN , NORTH �3C A SUBMIT AL MC 5/17/19 No. Status Revision By App'd Date CONTRACTOR: 253-479-9505 ARH & Associates, Inc. 8811 South 218th Street Kent, WA 98031 Design ADM Drawn AL. .. ...... Checked MC Approved DO NOT SCALE CONCRETE TECHNOLOGY CORP. MANUFACTURERS OF PRESTRESSED CONCRETE 1123 PORT OF TACOMA ROAD TACOMA, WASHINGTON 98421 ,u' ELEMENT BY WESTIN DETENTION VAULT CITY OF TUKWILA, WASHINGTON 12Y2 HOLLOW CORE PLACEMENT PLAN Date APRIL, 2019 Sh. 50. L2J /� of. 2 /� Dwg. No Ili -2 /O\ Job. No. 19027A Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting Element by Westin - Vault - 19B172 - Field Report: Reinforcing Steel: Report #F206937 - DRAFT CLIENT Tukwila Hotel Group, LLC PROJECT LOCATION 515 Industrial Dr Tukwila WA Inspection Information: Inspection Date: Time Onsite: 1300 Weather 06/06/2019 Conditions: Inspection Performed: Reinforcing Steel Subcontractor: ARH & Assoc. Sheets: S2 Location/Area: Detention Vault (entire) DATE 06/06/2019 PERMIT # D-18-0309 60s, sunny 'Continuous or Periodic: Periodic Details: (9, 10)/S1, (1-6, 12-19)/S4, (16, 18, 20)/S5 Level/Elevation: Subgrade Reinforcing Grade: ASTM A615, Grade 60 Embeds: Reference Reports: Approved Plans Dated: 02/03/2019 Remarks: MTC on-site, as requested, for special inspection of reinforcing steel for cast in place concrete. Locations: Site detention vault walls, all interior and exterior. Inspection: Reinforcing steel for the detention vault walls was inspected at this time for proper placement, size, grade, spacing, clearance, splice length, and secure. General layout is shown on S2 with associated details on S4 and S5 and typical details for corners and openings on S1. The reinforcement for the NE corner of the structure is installed up to the level of the beam shown on details 18 and 20 on S5. The rest of the walls are constructed to full height. All reinforcement was in place in compliance with the plan details and specifications, and code. MTC will verify reinforcing steel clearances after the formwork has been installed and prior to concrete placement. To the best of MTC inspector's knowledge, the above-described work was performed in general accordance with project specifications and approved plans. Images: RECEIVED CITY OF TUKWILA JUN 072019 PERMIT CENTER Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 Regional Offices: Olympia Bellingham Silverdale Tukwila 360.534.9777 360.647.6111 360.698.6787 206.241.1974 Visit our website: www.mtc-inc.net Element by Westin - Vault - 19E172, 06/06/2019, #F206937, Page 1 of 2 Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting UPLOADED: 06/06/2019 13:36:42 Pilaster and column, west end UPLOADED: 06/06/2019 13:36:44 NE corner UPLOADED: 06/06/2019 13:38:48 Interior walls REPORTED BY: Andy Meadows REVIEWED BY: UPLOADED: 06/06/2019 13:38:51 Manhole knee walls Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 Regional Offices: Olympia Bellingham Silverdale Tukwila 360.534.9777 360.647.6111 360.698.6787 206.241.1974 Visit our website: www.mtc-inc.net Element by Westin • Vault - 198172, 06/06/2019, #F206937, Page 2 of 2 Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting Element by Westin - Vault - 196172 - Field Report: Reinforcing Steel: Report #F206703 CLIENT Tukwila Hotel Group, LLC PROJECT LOCATION 515 Industrial Dr Tukwila WA Inspection Information: Inspection Date: Weather 05/23/2019 Conditions: Time Onsite: 1430 Inspection Performed: Reinforcing Steel Subcontractor: N/A Sheets: S201B, S2 Location/Area: Detention vault and Area B Details: (4, 5, 17, 18, 19)1S4, 16/S5, (1, 3)/S301, (5, 6)1S302 Reinforcing Grade: A615, Grade 60 Reference Reports: N/A Remarks: DATE 05/23/2019 PERMIT # D-18-0309 60s, sunny MTC on-site, as requested, for special inspection of reinforcing steel for concrete. Continuous or Periodic: Periodic Level/Elevation: Foundation Embeds: N/A Approved Plans Dated: 01/25/2019 Locations: Detention vault slab slab on grade (entire); retaining wall footings @ 1/(A -C), A/(1-5.5); elevator pit @ (4 -5)/(C.5 -D) Reinforcement: Reinforcing steel for the structural elements listed above was inspected at this time for proper placement, size, grade, spacing, splice length, clearance, and secure. Detention Vault: Reinforcing steel for the detention vault is detailed on it's own set of structural drawings. The basic slab reinforcement is detailed on the plan page S2 with details on S4 and S5. Retaining Wall and Elevator Pit: The elevator pit and retaining wall section at the northwest corner of Area B, by the pool, is shown on the plan page S201B. The footings for the wall are per the schedule on the plan page with details on 301 and 302. Contractor to add "Z - bars" at the foundation step-ups (detail 4/S302) prior to concrete placement, or post install with epoxy. To the best of MTC inspector's knowledge, the above-described work was performed in general accordance with project specifications and approved plans. Images: Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 Regional Offices: Olympia Bellingham 360.534.9777 360.647.6111 Silverdale Tukwila 360.698.6787 206.241.1.974 Visit our website: www,mtc-inc.net Element by Westin - Vault - 198172, 05/23/2019, #F206703, Page 1 of 2 Materials Testing & Consulting, Inc. Geotechnical Engineering & Consulting • Special Inspection • Materials Testing • Environmental Consulting UPLOADED: 06/04/2019 08:54:39 +r UPLOADED: 06/04/2019 08:54:39 UPLOADED: 06/04/2019 08:54:40 UPLOADED: 06/04/2019 08:54:41 REPORTED BY: Andy Meadows REVIEWED BY: Michael Houser, Project Manager UPLOADED: 06/04/2019 08:54:40 Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 Regional Offices: Olympia Bellingham Silverdale Tukwila 360.534.9777 360.647.6111 360.698.6787 206.241.1974 Visit our website: www.mtc-inc.net Element by Westin - Vault - 1913172, 05/23/2019, #F206703, Page 2 of 2 tollons group _CflSLHnu e'laineen ". cies:-vers ren'C'. wc: V--^4 May 5, 2019 Mr. Greg Lesko ARH & Associates, Inc. 8811 S. 2186 ST Kent, WA 98031 RE: Element by Westin Detention Vault Plan Check Response #1 Dear Greg, REVIEWED FOR CODE COMPLIANCE APPROVED MAY 101019 City of Tukwila BUILDING DIVISION The attached calculations and drawings were generated as part of the response to comments from Ms. Joanna Spencer, Development Engineer, Tukwila Public Works, regarding buoyancy calculations and the declaration "2 -Cell Vault" on the permit calculation sheets. The term "2 -Cell Vault" on the permit calculation sheets is meant to show that the vault has interior walls and footings that are designed differently than exterior wall. The notation "2 -Cell Vault" has been removed. The buoyancy calculations submitted for permit are gross buoyancy checks for the entire vault. A page has been added to check buoyancy ratios only at the interior footing. On page three of the attached calculations, the buoyancy ratio is calculated to be 1.29 using 60% of the dead load. Please contact me if you have any questions. The week of 5/5/19 I am at a convention and available by email or text. I will return calls and emails as soon as possible. Sincerely, colleges group, Ile • 611 Bryan L. C6lions, PE, SE Encl: Buoyancy calculations, 3 pages. FILE Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Buoyancy Multi -Cell Vault Project Number 19-003 Plan Check #1 Vault Geometry Length 185.33 ft - outside dim. Width 31.33 ft - outside dim. Lid Thickness 1.04 ft - 12.5" Hollow -Core plank by Concrete Technologies, Inc. Under Side of Vault Lid 25.00 ft - ITOV Vault Bottom 18.00 ft - BOV Bottom of floor slab 17.00 ft - BOS Soil Grade - Average Soil Cover - Average Soil Density Water Table Head 27.50 ft - GradeAve 1.46 ft - CoverAve 130 pcf 20.50 ft - This is equal to FtgDrainElev 3.50 ft - FtgDrainElev - BOF Wall Height 7.00 ft Allowable Water Table 20.50 ft Resisting Weights - per foot Walls 2,100 pif Lid 2,742 plf Soil Cover 5,940 plf Footings 1,950 plf Floor 12 in thick 2,975 plf Hydrostatic Upift - per foot 1 ft cross section Soil column over LxW of lid Perimeter & Interior 15,707 pif Total Weight Resisting Uplift 5,455 plf - Weight of soil wedge that contributes to resisting uplift 21,162 plf - total resistance per foot 7,039 plf - uplift per foot Bouyancy Ratio 3.01 Gross Buoyancy Ratio Assumes max water table level of 20.01 Westin DV - Plan Check #1 (19-0505).xlsx 1 5/5/2019 8:54 AM 20.50 ft Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Floor Slab Design - Cell 1 Flexure Gross Uplift Slab Weight x 0.6 217.7 psf 90.0 psf Net Uplift Mu = d= Project Number 19-003 Plan Check #1 127.7 psf « Design floor reinforcing for net uplift » 5.49 k-ft/ft 10.00 in - design depth for flexure Reinforcing Options - assumes floor is simple spanning beam As (transverse) #4 @ 9 in TOP Transverse , or #5 @ 14 in TOP Transverse , or <--USE-- #6 @ 20 in TOP Transverse Shear As (long) #4 @ 9 in TOP Logitudinal , or #5 @ 14 in TOP Logitudinal , or <--USE-- #6 @ 20 in TOP Logitudinal Optional Reinforcing when net uplift is less than psf Reinforce slab with Rebar only Vu = 1.49 klf V n = 1.75 klf Vc = 15.2 klf Shear capacity adequate. Reinforcing Option - Mat slab floor system See following EC60 output. 0.6x slab DL already deducted, therefore "neglected" in EC60 dedsign Net Uplift Add'I psf 127.7 psf 62.2 psf - EOR discretion 189.9 psf - net uplift Design section 12" x 48" Reinforcing (5)#5 top & bottom Plan Callout Reinf 20.01 Westin DV - Plan Check #1 (19-0505).xlsx 2 5/5/2019 8:54 AM #5 @ 12" TOP Transverse & Perimeter #4 @ 12" BOT Transverse & Perimeter #4 @ 16" TOP & BOT Longitudinal Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Buoyancy Interior Wall - per foot Project Number 19-003 Plan Check #1 Vault Geometry Length 1 ft - per foot of interior wall Trib Width Interior Wall 15.33 ft - width tributary to interior wall Lid Thickness 1.04 ft - 12.5" Hollow -Core plank by Concrete Technologies, Inc. Under Side of Vault Lid 25 ft - ITOV Vault Bottom 18 ft - BOV Bottom of floor slab 17 ft - BOS Soil Grade - Average Soil Cover - Average Soil Density Water Table Head 27.5 ft - GradeAve 1.46 ft - CoverAve 130 pcf 20.5 ft - This is equal to FtgDrainElev 3.5 ft - FtgDrainElev - BOF Wall Height 7 ft Allowable Water Table 20.5 ft Resisting Weights - per foot Walls 700 pif 1ft cross section Lid 1,288 plf Soil Cover 2,907 pif Soil column over LxW of lid Footings 900 plf Perimeter & Interior Floor 12 in thick 1,400 plf Floor section between footing toes 7,195 plf Total Weight Resisting Uplift 0.6 x Resisting Dead Load 4,317 pif - total resistance per foot Hydrostatic Upift - per foot 3,338 plf - uplift per foot Buoyancy Ratio 1.29 Buoyancy Ratio at Interior Wall Assumes max water table level of 20.01 Westin DV - Plan Check #1 (19-0505).xlsx 3 5/5/2019 8:54 AM 20.5 ft collons group, llc 5205 ne 18th ct renton, wa 98059 Project Developer Structural Project No. Date Element by Westin Detention Vault Tukwila, WA Permit Submittal Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Bryan Collons, PE, SE 19-003 March 17, 2019 REJI NED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION Element by Westin Permit Submittal 3/17/19 Page 1 of 22 FILE RECEIVED CITY OF TUKWILA APR 2 5 2019 PERMIT CENTER REVISION NO. I CORRECTION L TR# RECEIVLD APR 2 5 2019 TUKWILA PUBLIC WORKS Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Vault Section Average Grade 27.50 ' Element by Westin Permit Submittal Project NuHier Page 2 4 ' 03 2 -Cell Vault Average So. il' CoveF TOL 26.04 ' Floor Reinforcing #5 @ 14 in TOP Transverse #5 @ 14 in TOP Logitudinal Net Uplift 121 psf Concrete Strength Walls Footings & SOG Closure / Lid Soil Bearing 20.01 Westin DV - Permit Submittal (19-0317).xlsx 1 3/17/2019 10:17 AM Twall 8.00 in Reinf 5V12 Centered 4H12 Centered Footing Drain Elevation 20.50 ft - Tie 4" perforated pipe to Pessure Relief Valves Permit Twall 8.00 in Reinf 5V13 4H12 Interior Footing Reinforcing 6'-0" x 12" footing w/ (8)#4Long #5 @ 12 in. Trans 3,500 psi 4,000 psi 3,500 psi 2,000 psf Exterior Footing Reinforcing Plank End 3'-6" x 12" footing w/ (5)#4Long Plank Side 3'-6" x 12" footing w/ (5)#4Long Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Civil Engineering Reference Documents Barghausen Consulting Engineers 18215 72nd Ave S Kent, WA 98032 Lid Loading: 45 kip per Fire Marshal Vault Geometry Length Width - Cell 1 Width - Cell 2 Lid Thickness Lid Density Design W.S. Freeboard Under Side of Vault Lid Top of Vault Lid Vault Bottom Bottom of Footing Wall Height (H) - Rebar Design Design Height to calc Seismic Pressure Footing Drain Elevation Soil Grade Over Vault Maximum Minimum Average Soil Cover Maximum Minimum Average 20.01 Westin DV - Permit Submittal (19-0317).xlsx 2 3/17/2019 10:17 AM Element by Westin Permit Submittal pp' 0-003 2 -Cell Vault Permit WaII-A Exterior Walls WaII-B Interior Walls Dated: ... 184.00 ft - Interior Dimension 14.67 ft - Interior Dimension 14.67 ft - Interior Dimension 1.04 ft - 12.5" Hollow -Core plank by Concrete Technologies, Inc. 84 pcf Tacoma, Washington 24.50 ft 0.50 ft 25.00 ft - ITOV 26.04 ft - TOL 18.00 ft - BOV 17.00 ft - BOF at plank end 7.00 ft - ITOV - BOV 7.00 ft - ITOV-BOV 20.50 ft - Tie 4" perforated pipe to Pessure Relief Valves 27.50 ft - GradeMax 27.50 ft - GradeMin 27.50 ft - GradeAve 1.46 ft - CoverMax 1.46 ft - CoverMin 1.46 ft - CoverAve Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Geotechnial Report Reference Earth Solutions NW, Inc Dated 9/12/2018 Geotechnical Design Values Allowable Soil Bearing Native Soil Struct'I Fill Report ES -1032.03 2,000 psf 2,000 psf Gravity EFPat rest Drained 60 pcf EFPactive Drained 55 pcf Multiplier to convert EFPactive to EFPat rest EFPat rest Design EFPat rest Saturated EFP passive Wall -A Exterior Walls Wall -B Interior Walls 60 pcf - Rectangular distribution 95 pcf 300 pcf Seismic Wall Height multiplier. Varies by geotechnical engineer. Design Height (HTseis) as specified by the Geotechnical Engineer HT seismic EFPseismic Friction Coeff. Soil Density Material Strengths Concrete Element by Westin Permit Submittal PraMfi60 §-003 2 -Cell Vault Permit This value is zero if EFPat rest provided 7.00 ft - ITOV-BOV 22 x HT seismic 154 psf - E ultimate uniform pressure distribution 0.40 130 pcf Walls Footings & SOG Lid/Closure Concrete Density Reinforcing Steel Rebar WWM 20.01 Westin DV - Permit Submittal (19-0317).xlsx 3 3/17/2019 10:17 AM 3,500 psi 4,000 psi 3,500 psi 150 pcf 60,000 psi 40,000 psi Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Loading - Walls & Footings Wall Design Traffic Surcharge Gravity Surcharge Footing Design Load Type Element by Westin Permit Submittal PrWEtbPt-003 2 -Cell Vault Permit WaII-A Exterior Walls WaII-B Interior Walls 260 psf - Geotech's recommended 2 ft additional fill to account for traffic load 2.00 ft of additional fill 120 psf - uniform surcharge thrust psf - Additional surcharges as needed. Typically this value is zero ft - equivalent depth of additional fill psf - uniform surcharge thrust 45 Kip Outrigger [H15, H2O, HS15, HS20, HS25, Vactor, Outrigger, Bellevue, 45 kip] Equivalent Unform Load Point or wheel loads converterted to uniform load that is applied to top of planks that results in same bearing pressure (plf) at bottom of wall footing. This loading does not contribute to lateral pressure on wall. Wequiv Load Description 323 psf The following steps outline the calculation of Wequiv for FOOTING DESIGN ONLY Front Axle NA lbs Axle Spacing NA ft Rear Axle NA lbs Wheel Spacing NA ft Outrigger Load 45,000 lbs Assumptions 1. Rear axle parallel to and centered over wall below 2. 50% of Rear Axle Toad contributes to load on wall below because one-half of the inverted loading pyramid falls outside the wall face and does not load the lid. 3 If maximum width of all cells is greater than Axle Spacing, then a proportion of the Front Axle is load is added to the wall load calculated in step 2. Front Axle Contribution = Front Axle Load * (Span - Axle Spacing)/Span 4. Total load on wall below = sum of results in steps 2 & 3 5. Where Gmax-BOV > Axle Spacing, pressures from wheels overlap & 2x the pressure calculated in step 4 is used to determine Wequiv 45 kip - outrigger loading 9.5 ft - Grade to bottom of wall (Gmax - BOV) 19.00 ft - Load distribution width = 2 x 9.5 ft. Assumes 1:1 slope of inverted pyramid 2,368 plf along exterior wall for out -rigger load 323 Wequiv at outrigger Vaults with 4" topping slabs are typically governed by 100 psf loading 20.01 Westin DV - Permit Submittal (19-0317).xlsx 4 3/17/2019 10:17 AM Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Exterior Walls Wall Thickness Wall Height Concrete Strength Rebar Grade Soil Pressure top @ ftg drain line base Design Values Moment R top R bot Service Reinforcing Horizontal Reinforcing Options: Rho Horiz 4 H 12 5 H 18 6 H 18 Vertical Reinforcing Options: Design Sol'n 5 V 13 4/3*rho 6 V 22 7 V 30 8 V 39 Wall Shear Footing dowel Slab dowel Shear, Vn, at top of wall Shear, Vn, at base of wall #5 #5 Wall -A Exterior Walls Wall -B Interior Walls 8.00 in 7.00 ft 3,500 psi 60,000 psi 366 psf 636 psf 874 psf 3,587 Ib -ft 1,785 Ib 2,358 Ib ( 0.67 psf ) ( 0.69 psf ) ( 1.00 psf ) (0.96 psf) (0.82 psf) ( 0.82 psf ) ( 0.82 psf ) bott to ftg drain Element by Westin Permit Submittal PA6M6191\Rn6Pf I9-003 2 -Cell Vault Permit Soil Grade 27.50 ft 2.50 ft Factored 1.6 5,739 Ib -ft 2,856 Ib 3,773 Ib rho = 0.0020 rho = 0.0020 rho = 0.0025 Crack Control z - limit to 145 k/in fs [ksi] dc [in] Ac [in2] [k/in] 24 1.813 47.13 106 OK 24 1.813 79.75 126 OK 24 1.813 108.75 139 OK 24 1.813 141.38 152 no good Wall top: One-way shear, Vc, with dowels 4.5 inches from inside wall face Wall Base: One-way shear, Vc, with dowels 2.75 inches from inside wall fa Footing dowel shear with friction coefficient = 1.0 & #5 dowel Wall Top: Place #5 dowels 4.5 inches from inside wall face. Wall Base: Place #5 dowels 2.75 inches from inside wall face. 20.01 Westin DV - Permit Submittal (19-0317).xlsx 5 3/17/2019 10:17 AM 3.81 kips/ft 5.03 kips/ft 4.97 kips/ft 7.45 kips/ft 18.60 kips/bar Space dowels at 15 in Space dowels at 17 in Wall shear 01 Wall shear 01 Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Exterior Footing - Under Plank Ends Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Live Soil Lid Wall Ftg weight Soil wedge at heel Surchar 323 Service 190 88 Wall -A Exterior Walls Wall -B Interior Walls 12.00 in 8.00 in 8.00 ft 4,000 psi 60,000 psi psf psf psf Width Soil Bearing Moment Shear 3.45 ft 2,000 psf Mu Vu Vn Vc Use Service Factored Service 1,517 700 700 525 875 2,584 6,900 3.50 ft 1,971 psf 2,661 psf 2.7 kip -ft 2.4 kips 3.3 kips phi = 0.75 13.7 kips - oneway shear OK Reinforcing Longitudinal Reinforcing Options: 4 3.35 plf 5 3.12 plf 6 4.50 plf Transverse Reinforcing Options: 27 42 59 81 20.01 Westin DV - Permit Submittal (19-0317).xlsx 6 3/17/2019 10:17 AM in in in in plf plf plf plf plf plf plf <----USE---- Alternate tails. <----USE---- Element by Westin Permit Submittal Pr jd6r\RobePt f§-003 2 -Cell Vault Permit Soil Grade 27.50 ft Factored 1,820 plf 840 plf 840 plf 630 plf 1,050 plf 4,134 plf 9,314 plf U 1.2 1.2 1.2 1.2 1.2 1.6 Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Exterior Footing - Side Wall Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Live Soil Lid Wall Ftg weight Soil wedge at heel Surchar 323 Service 190 88 WaII'-A Exterior Walls WaII-B Interior Walls 12.00 in 8.00 in 4.67 ft 4,000 psi 60,000 psi psf psf psf Width min. 2.45 ft Use Soil Bearing 2,000 psf Service Factored Moment Shear Mu Vu Vn Vc Element by Westin Permit Submittal Prbliai3Pt 9-003 2 -Cell Vault Permit Soil Grade 27.50 ft Service Factored 885 plf 1,062 plf 408 plf 490 plf 700 plf 840 plf 525 plf 630 plf 875 plf 1,050 plf 1,507 plf 2,411 plf 4,900 plf 6,483 plf 3.50 ft 1,400 psf 1,852 psf 1.9 kip -ft 1.7 kips 2.3 kips phi = 0.75 13.7 kips - oneway shear OK Reinforcing Longitudinal Reinforcing Options: 4 3.35 plf 5 3.12 plf 6 4.50 plf Transverse Reinforcing Options: #4 @ 39 in #5 @ 60 in #6 @ 85 in #7 @ 117 in 20.01 Westin DV - Permit Submittal (19-0317).xlsx 7 3/17/2019 10:17 AM <----USE---- U 1.2 1.2 1.2 1.2 1.2 1.6 Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Interior Footing Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Live Soil Lid Wall Ftg weight Soil wedge at heel Surchar 323 Service 190 88 WaII-A Exterior Walls WaII-B Interior Walls 12.00 in 8.00 in 15.33 ft 4,000 psi 60,000 psi psf psf psf Width Soil Bearing Moment Shear 5.51 ft Use 2,000 psf Service Factored Mu Vu Vn Vc Element by Westin Permit Submittal Pry E1RR gpt f@-003 2 -Cell Vault Permit Soil Grade 27.50 ft Service Factored 2,907 plf 3,488 plf 1,342 plf 1,610 plf 700 plf 840 plf 900 plf 1,080 plf plf plf 5,167 plf 8,268 plf 11,016 plf 15,286 plf 6.00 ft 1,836 psf 2,548 psf 9.1 kip -ft 5.5 kips 7.4 kips phi = 0.75 13.7 kips - oneway shear OK Reinforcing Longitudinal Reinforcing Options: (8) (6) (4) # 4 # 5 # 6 Transverse Reinforcing Options: # 4 @ # 5 @ # 6 @ # 7 @ 20.01 Westin DV - Permit Submittal (19-0317).xlsx 8 3/17/2019 10:17 AM 5.36 plf 6.24 plf 6.00 plf U 1.2 1.2 1.2 1.2 1.2 1.6 Load for Slender Wall Desican DL 4,249 plf LL 5,167 plf <----USE---- 7 in 1.15 plf 12 in 1.04 plf <----USE---- 17 in 1.06 plf 23 in 1.06 plf IIS Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Interior Wall - Slender Wall Design Material Strengths Concrete Walls Reinforcing Steel Wall Loading & Geometry Wall Height Wall Thickness Dead Load Live Load Eccentricity Reinforcing Stresses 3,500 psi Rebar 60,000 psi WaII-B 7 ft 8.00 in 4,249 plf 5,167 plf 4.00 in 5V12 Centered 4H12 Centered 102 psi - Axial stress at mid -height 210 psi - Allowable stress at mid -height Wall Opening: Wall, Beam, & Jamb or Column Design Loading Reaction Opening Width 4.00 ft Opening Height 5.00 ft Beam Depth over Opening 2.00 ft Width of Effective Wall Adjacent to Opening 4.00 ft Typical Wall Segment & Beam Design Loads DL 4.25 klf LL 5.17 klf 20.01 Westin DV - Permit Submittal (19-0316).xlsx 1 3/16/2019 3:30 PM Element by Westin Permit Submittal Projeoi/}�jeW�ge 10 ofJ_003 2 -Cell Vault Permit Soil Cover Maximum 27.5 ft 4.00 2.00 Opening HT 5.00 Width of Effective Wall Adjacent to Opening Opening Width Concrete Slender Wall DESCRIPTION: Westin DV - Interior Wall - Permit Submittal Project Title: Engineer: Project ID: Project Descr: Element by Westin Permit Submittal 3/17/19 Page 11 of 22 Printed: 16 MAR 2019, 3:32PM = C:Wsers1bryan\Dropbox110 cgllc12- Engineering1_Engr CGLLC\EC6O_Files119-003 Element by Westin DV.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . collons group, Ilc Code References Calculations per ACI 318-14 Sec 11.8, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information fc : Concrete 28 day strength = 3.50 ksi Fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi : Lt Wt Conc Factor = 1.0 Fr : Rupture Modulus = 295.804 psi Max Allow As/bd = 0.01581 Max Pu/Ag = fc ` = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One -Story Wall Dimensions Wall Thickness Rebar at wall center Rebar "d" distance Lower Level Rebar Bar Size Bar Spacing 8.0 in Temp Diff across thickness = Min Allow Out -of -Plane Defl Ratio = L/ 4.0 in 5 Using Stiff. Reduction Factor per ACI R.10.12.3 12.0 in deg F 0.0 Min allow As/bd = 0.0020 A Clear Height = 7.250 ft B Parapet height = ft Wall Support Condition Top & Bottom Pinned Vertical Loads B A Roof Attachment Floor Attachment Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 4.0 in Concentric Load Lateral Loads Wind Loads : Full area WIND load psf DL: Dead 4.250 Lr : Roof Live Lf : Floor Live S : Snow 5.20 W : Wind k/ft k/ft Seismic Loads : Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load Fp Direct entry of Lateral Wall Weight 25.0 psf 1.0 = 25.0 psf Project Title: Engineer: Project ID: Project Descr: Element by Westin Permit Submittal 3/17/19 Page 12 of 22 Printed: 16 MAR 2019, 3:32PM Concrete Slender Wall Lic. # : KW -06012071 DESCRIPTION: Westin DV - Interior Wall - Permit Submittal DESIGN SUMMARY = C:\Users\bryan\Dropbox\10 cgllc\2- Engineering\_Engr CGLLCIEC6O_Files\19-003 Element by Westin DV.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . collons group, Ilc Goveming Load Combination .. Results reported for "Strip Width" of 12.0 in Actual Values ... Allowable Values .. . PASS Moment Capacity Check +1.20D+1.60L PASS Service Deflection Check +D+L PASS Axial Load Check +1.20D+1.60L PASS Reinforcing Limit Check Maximum Bending Stress Ratio = 0.8575 Max Mu 4.473 k -ft Phi * Mn 5.217 k -ft Actual Defl. Ratio U 5,656 Allowable Defl. Ratio 150.0 Max. Deflection 0.01538 in Max Pu / Ag 140.429 psi Max. Allow. Defl. 0.580 in Location 7.129 ft 0.06 * fc 210.0 psi Actual As/bd 0.006458 Max Allow As/bd 0.01581 Maximum Reactions ... for Load Combination.... Top Horizontal +D+L 0.4344 k Base Horizontal +D+L 0.4344 k Vertical Reaction +D+L 10.175 k Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k -ft k -ft in/2 +1.20D+1.60L at 7.01 to 7.25 0.000 20.160 3.16 4.47 0.90 5.22 0.310 0.0065 0.0158 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in^4 in^4 in^4 in +D+L at 4.11 to 4.35 9.764 3.16 1.85 512.00 44.52 384.000 0.015 5,656.1 Reactions - Vertical & Horizontal Load Combination +D+L Base Horizontal 0.4 k Top Horizontal 0.43 k Vertical @ Wall Base 10.175 k 11 Element by Westin Project Permit Submittal Element by Westin 3/17/19 Page 13 of 22 24 Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko ▪ Beam at 4 ft Wall Opening al Beam Data Width 12.00 in Depth 24.00 in MI Concrete 3,500 psi .r Shear Reinf #4 # Shear Legs 2 Length 4.00 ft • Reinforcing 60,000 psi Depth = 19 Reinforcing Cover 5 in Factored Unfactored o r Loading Column Desian Values Footina Desian 101 Uniform DL = 4.250 klf x 1.2 10.9 k DL 9.1 k DL LL = 5.160 klf x 1.6 52.5 k LL 32.8 k LL Concentrated Load PI = 45.0 kips at mid -span x 1.6 Beam Design Shear Vu = 36.0 kips — Vn = 48.0 kips = 0.75 Vc = 29.8 kips Vs = 18.2 kips Av= 0.4 in2 s = Minimum of ( Av*Fy*dNs or d/2 ) ----> #4 Stirrup @ 9 in ✓ al Flexure wu Uniform 13.7 kif Pu Point 72.0 kips Mu = 99.4 kip -ft As = 1.23 in2 Options: (7) #4, (4) #5, (3) #6, rho Column Design at Beam End Column width 16.00 in Column depth 12.00 in Hoops #4 0.20 in2 Long Bars #5 0.31 in2 Min Long Bars 6 bars Use Long Bars 6 As = 1.86 in2 Area Core 117 in2 Pu demand Pu capacity Use: 12in x 24in beam w/ (4)#5 bars bott & #4 Stirrup @ 9 in 99 kips Use: 16in x 12in column, w/ 429 kips - ACI 10.3.5 (6 ) #5 Long bars & #4 hoops at 4" collons group,llc 5205 ne 18th ct renton, wa 98059 Footing Design Index 1 Loads & Load Combinations Jamb column footing Element by Westin Permit Submittal 3/17/19 Page 14 of 22 Plan Callout: 36.36.12 3/16/19 16:25 Dead Load - DL Live Load - LL Snow Load - SL Service LC1 = DL + LL LC2 = DL + SL LC3 = DL + 0.75LL + 0.75SL LC max Ultimate U1 = 1.4DL U2 = 1.2DL + 1.6LL + 0.5SL U3 = 1.2DL + 1.OLL + 1.6SL U max 9,100 lbs 32,800 lbs 0 lbs 41,900 lbs Eqn 16-9 9,100 lbs Eqn 16-10 33,700 lbs Eqn 16-13 41,900 lbs 12,740 lbs Eqn 16-1 63,400 lbs Eqn 16-2 43,720 lbs Eqn 16-3 63,400 lbs Soil Bearing & Footing Area Checks Rectangular Footing Allowable Bearing Pressure 5,000 psf Minimum Footing Area 8.38 sqft Footing Dimensions Side parallel to X-axis, L1 3.00 ft Width Side parallel to Y-axis, L2 3.00 ft Length Actual Soil Bearing 4,656 psf OK Ultimate Soil Bearing 7,044 psf C/D = 1.07 Concrete Shear Capacity Checks Concrete Strength, fc' Footing Depth Bottom Cover Design Depth, d Bearing Length Parallel to X-axis, b1 Bearing Length Parallel to Y-axis, b2 One -Way, Beam Shear Punching Shear Demand, Vu Capacity, Phi Vn 3000 psi 12.00 in 3.00 in 9.00 in 12.00 inches 16.00 inches 5.28 kips OK 26.62 kips C/D = 5.04 Punching Demand, Vu 37.72 kips OK Punching Cpacity, Phi Vn 136.05 kips C/D = 3.61 Concrete Rebar Design Approx Approx Rebar Orientation Mu Width As #4 Spacing #5 Spacing Parallel to Long Side 23.78 3.00 0.77 4 10 3 15 Parallel to Short Side 23.78 3.00 0.77 4 10 3 15 Provide: 3.00 foot by 3.00 foot by 12 inch thick footing with 4 #4 bars in the short direction, and 4 #4 bars in the long direction. Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Buoyancy Two CeII Vault Vault Geometry Length Width Lid Thickness Under Side of Vault Lid Vault Bottom Bottom of floor slab Soil Grade - Average Soil Cover - Average Soil Density Water Table Head Wall Height Allowable Water Table Resisting Weights - per foot Walls Lid Soil Cover Footings Floor 12 in thick Hydrostatic Upift - per foot Bouyancy Ratio Assumes max water table level of 20.01 Westin DV - Permit Submittal (19-0317).xlsx 1 3/17/2019 10:16 AM Element by Westin Permit Submittal ProAuR@P 5 of 0-003 2 -Cell Vault Permit 185.33 ft - outside dim. 31.33 ft - outside dim. 1.04 ft - 12.5" Hollow -Core plank by Concrete Technologies, Inc. 25.00 ft - ITOV 18.00 ft - BOV 17.00 ft - BOS 27.50 ft - GradeAve 1.46 ft - CoverAve 130 pcf 20.50 ft - This is equal to FtgDrainElev 3.50 ft - FtgDrainElev - BOF 7.00 ft 20.50 ft 2,100 plf 2,742 plf 5,940 plf 1,950 plf 2,975 plf 1ft cross section Soil column over LxW of lid Perimeter & Interior 15,707 plf Total Weight Resisting Uplift 5,455 plf - Weight of soil wedge that contributes to resisting uplift 21,162 plf - total resistance per foot 7,039 plf - uplift per foot 3.01 20.50 ft Project Information Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko Floor Slab Design - Cell 1 Flexure Gross Uplift Slab Weight x 0.6 217.7 psf 90.0 psf Net Uplift Mu = d= Element by Westin Permit Submittal Pro t Nuiiiit@P6 °f 4P-003 2 -Cell Vault Permit 127.7 psf « Design floor reinforcing for net uplift» 5.49 k-ft/ft 10.00 in - design depth for flexure Reinforcing Options - assumes floor is simple spanning beam As (transverse) #4 @ 9 in TOP Transverse , or #5 @ 14 in TOP Transverse , or #6 @ 20 in TOP Transverse Shear As (long) #4 @ 9 in TOP Logitudinal , or #5 @ 14 in TOP Logitudinal , or #6 @ 20 in TOP Logitudinal Optional Reinforcing when net uplift is less than Reinforce slab with Rebar only Vu = Vn= Vc = 1.49 1.75 15.2 klf klf klf Shear capacity adequate. Reinforcing Option - Mat slab floor system See following EC60 output. 0.6x slab DL already deducted, therefore "neglected" in EC60 dedsign Net Uplift Add'I psf 127.7 psf 62.2 psf - EOR discretion <--USE-- <--USE-- psf 189.9 psf - net uplift Design section 12" x 48" Reinforcing (5)#5 top & bottom Plan Callout Reinf 20.01 Westin DV - Permit Submittal (19-0317).xlsx 2 3/17/2019 10:16 AM #5 @ 12" TOP Transverse & Perimeter #4 @ 12" BOT Transverse & Perimeter #4 @ 16" TOP & BOT Longitudinal n n Project Title: Engineer: Project ID: Project Descr: Element by Westin Permit Submittal 3/17/19 Page 17 of 22 Printed: 16 MAR 2019, 3:58P Concrete Beam tic. #: KW -06012071 DESCRIPTION: Floor Slab - Top Steel CODE REFERENCES = C:\Users1bryan\Dropbox110 cgll62- Engineering\_Engr CGLLC\EC60_Files119-003 Element by Westin DV.ec6 . Software copyright ENERCALC, NC. 1983-2019, Build:10.19.1.30 . collons group, Ilc Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties fc 1/2 * _ fr= fc 7.50 W Density X LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 4.0 ksi b Phi Values Flexure : 0.90 = 474.342 psi Shear : 0.750 = 150.0 pcf R = 0.850 1.0 3,605.0 ksi Fy - Stirrups 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = E - Stirrups = Stirrup Bar Size # 40.0 ksi 29,000.0 ksi 3 2 Cross Section & Reinforcing Details Rectangular Section, Width = 48.0 in, Height = 12.0 in Span #1 Reinforcing.... 445 at 3.0 in from Top, from 0.0 to 14.670 ft in this span Span #2 Reinforcing.... 445 at 3.0 in from Top, from 0.0 to 14.670 ft in this span Span #3 Reinforcing.... 445 at 3.0 in from Top, from 0.0 to 14.670 ft in this span 445 at 3.0 in from Bottom, from 0.0 to 14.670 ft in this span Loads on all spans... L = 0.190 Uniform Load on ALL spans : L = 0.190 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.423 : 1 Section used for this span Typical Section Mu : Applied -26.169 k -ft Mn * Phi : Allowable 61.872 k -ft 7 Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 Vertical Reactions 445 at 3.0 in from Bottom, from 0.0 to 14.670 ft in this span 445 at 3.0 in from Bottom, from 0.0 to 14.670 ft in this span 445 at 3.0 in from Bottom, from 0.0_ to 14.670 ft in this span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.000 in Ratio = 0 <360.0 0.000 in Ratio = 0 <360.0 0.017 in Ratio = 10511 >=180 0.000 in Ratio = 0 <180.0 Load Combination Overall MAXimum Support 1 Support 2 Support 3 Support 4 Overall MlNimum L Only Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use #3 stirrups spaced at 0.000 in 4.460 4.460 4.460 12.264 12.264 12.264 12.264 12.264 12.264 4.460 4.460 4.460 "l LJ n LJ 1 J Project Title: Engineer: Project ID: Project Descr: Element by Westin Permit Submittal 3/17/19 Page 18 of 22 Printed: 16 MAR 2019, 3:58PM Concrete Beam Lic. # : KW -06012071 DESCRIPTION: Floor Slab - Top Steel Overall Maximum Deflections = C:Users\bryan\Dropbox\10 cgllc\2- Engineering\_Engr CGLLC\EC60_Files\.19-003 Element by Westin DV.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . collons group, Hc Load Combination Span Max. °-' Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) L Only L Only L Only 1 0.0167 6.748 L Only 2 0.0013 7.335 L Only 3 0.0167 7.922 -0.0003 -0.0010 0.0000 14.963 1.467 1.467 Element by Westin Permit Submittal 3/17/19 Page 19 of 22 4, rE- al -sr Pt t M 4-C 4- 0.--111-it4A--- 11L: Sbcv?S, Pte- 1.( x4 -C1 , zJ gm,e- IlZ� rn'L. 5) ('5 ) G L$tr - Efl -G�• 61")\-)1 .0%) _ 4- 9E rt &) (o Dig -51/ r Sr k' -4; M+1 1 Element by Westin Permit Submittal 3/17/19 Page 20 of 22 CTE— Cmt ft 1-415 4.c oon2464.0e-s--- Pt, 124- 04E -.1z- xt, ��- vU- 72 (1:84 1.12.0 v4 1 r,,'T/u. G 1:),"53,4 b- )5-1, 2AC ve_ _ -74.1 ti,33 s- 19t. Zo,S.+Z,S = -?/)." Vcs AV= O%33 ..]:;,t.; 11111 i i vn_t ����5 P �►� " 1, 47/ -s)sl Ys=3j.c n r li n U n J 0 0 CO0 b 5 1 04 Element by Westin Permit Submittal 3/17/19 ilage 21 of 22 LU 1.11 W Il�i�l��i X111 1111.111110 1111 • ONIM9 NM„ 1 0 G HOIST WEIGHT =10,000 LB Project Element by Westin Detention Vault Tukwila, WA ARH & Associates, Inc 8811 S 218th Street Kent, WA 98031 Contact: Greg Lesko (4)#4 TRIM BARS TOP 5.25 ft Beam at Shorts Edge of Removable Lid OF ALL CURBS Beam Data Width Depth Length Reinforcing Cover Design Depth Concrete Reinforcing Shear Reinf # Shear Legs 20.00 in 28.00 in 5.25 ft 4 in 24 in 3,500 psi 60,000 psi #4 2 Loading Uniform DL = 0.780 klf x 1.2 LL = 0.000 klf x 1.6 Concentrated Load PI = Beam Design Shear Flexure %" FELT Element by Westin Permit Submittal 3/17/19 Page 22 of 22 SITE -CAST PRECAST SOLID, REMOVABLE LID PER 10155. CAULK JOINT TO PREVENT WATER INTRUSION =IP=11= 11=11=11 #4@6" EACH FACE 0 0' #4x 45.0 kips at mid -span x 1.6 Vu = 36.5 kips Vn = 48.6 kips Vc = 59.2 kips Vs = -10.5 kips Av = 0.4 int cD = 0.75 @ 6" 4. 3" BRG -7i (3)#5 (2)#5 (2)#5 (2)#5 (5)#5 s = Minimum of ( Av*Fy*dNs or d/2 or 6in) ----> #4 Stirrup @ 6 in wu Uniform Pu Point Mu = 4/3*As = 1.26 4/3 rho 1.6 klf 72.0 kips 100.1 kip -ft int Options: (7) #4, (5) #5, (3) #6, 3x3" NE( STRIP (60 GLUE TO ADD'I 3" CN IIIAI I Use: 20in x 28in beam w/ (4)#5 bars bott & #4 Stirrup @ 6 in 401,4\ HICKS ENGINEEPING N76 } 'r:pikil.n Ave., 'maki 4R. r,.-;nan. NIT i"; IS 4W,586.4".6= Statement of Structural Special Inspection (2015 IBC w/ WA Amendments 1704 — 1705) Project: Tukwila Element Address: 515 Industry Drive Permit Number: D18-0295 Owner's Name: TUKWILA HOTEL GROUP, LLC Design/Engineering Firm: HICKS ENGINEERING, PC Document Prepared by: JASON M. HICKS 1. Check applicable boxes for all work requiring special inspection IBC Section 1704 special inspections: ■ Inspection of Fabricators (1704.2.5) • Steel Construction (1705.2) (welding, high strength bolts) • Concrete Construction (1705.3 & Table 1705.3) ❑ Masonry Construction (1705.4) ❑ Wood Construction (1705.5) • Soils (1705.6 & Table 1705.6) • Ground Improvement System (Deep Aggregate Piers) (1705.6) ❑ Driven Deep Foundations (1705.7 & Table 1707.7) ❑ Cast -in -Place Deep Foundations (1705.8 & Table 1705.8) ❑ Helical Pile Foundations (1705.9) IBC Section 1704.3.1 Statement of Special Inspections provided by registered design professional (Items 1-5 to be addressed). IBC Section 1704.6.2 - Special Inspections for Wind R ❑ Structural Wood • Cold -formed steel light -frame construction ❑ Wind resisting components IBC Section 1704.6.1 - Special Inspections for Seism' • Structural Steel ❑ Structural Wood RECEIVED MAR 082019 TUKWILA PUBLIC WORKS C0Rai Ci ION L111# ......�.�—�--� nce: REVIEWED FOR CODE COMPLIANCE APPROVED ResistM 22 2019 City of Tukwila BUILDING DIVISION D 1 8 -o3oq RECEIVED CITY OF TUKWILA MAR 0 7 2019 -1 Page PERMIT CENTER Cold Form Steel Framing • Designated Seismic System Verifications (1705.12.4) • Architectural Components (1705.12.5) • Mechanical and Electrical Components (1705.12.6) IBC Section 1705.13 Structural Testing for Seismic Resistance • Concrete Reinforcement (1705.12.1) • Structural Steel (1705.13.1) • Seismic Certification of nonstructural components (1705.13.2) © Seismic Isolation Systems (1705.13.4) 2. Names of individuals or firms intended to be retained for the special inspections listed above: Special Inspection Name of Responsible firm or individual Inspection of Fabricators Mayes Testing Engineers, Inc. Steel Construction Mayes Testing Engineers, Inc. Concrete Construction Mayes Testing Engineers, Inc. Wood Construction (Stairs only) Mayes Testing Engineers, Inc. Soils Mayes Testing Engineers, Inc. Ground Improvement Systems (GeoPiers) Mayes Testing Engineers, Inc. Cold -formed Steel Framing (incl. sheathing) Mayes Testing Engineers, Inc. Architectural Components Mayes Testing Engineers, Inc. Mechanical and Electrical Components Mayes Testing Engineers, Inc. . 4 ' . Type and Frequency of Required Special Inspection Telling Inspection of Fabricators (1704.2.5) 1.) Cold Formed Steel Trusses: to qualify as an approved fabricator in accordance with section 1704.2.5, the contractor shall submit evidence that the truss supplier complies with the quality assurance requirements of the project specifications. 2.) Structural steel: To qualify as an approved fabricator in accordance with section 1704.2.5, the contractor shall submit evidence that the structural steel fabricator participates in AISC-Certified Quality Certification Program and is designated as an AISC-Certified Plant or approved equivalent. Steel Construction (1705.2) ' ir'\ r 4p1a 2IPage 1.) Material verification: a. Structural steel: Manufacturer's certified mill test reports for all structural steel shall be provided by the contractor. The special inspector retained by the owner shall periodically verify that identification markings conform to ASTM standards indicated in the approved construction documents. b. High strength bolting: The manufacturer's certificate of compliance for the high strength bolts, nuts, and washers shall be provided by the contractor. The special inspector retained by the owner shall periodically verify that identification markings on the bolts conform to the ASTM standards indicated in the approved construction documents. c. Weld filler materials: The manufacturer's certificate of compliance for the weld filler materials shall be provided by the contractor. The special inspector retained by the owner shall periodically verify that identification markings on the weld filler materials conform to the AWS standards indicated in the approved construction documents. 2.) High strength bolting: The special inspector retained by the owner shall provide periodic inspection of all high strength (i.e. A325) shop and field bolted connections in accordance with chapter 17 of the 2015 IBC and the approved construction documents. 3.) Field welding: The special inspector retained by the owner shall inspect shop and field welded connection in accordance with chapter 17 of the 2015 IBC and the approved construction drawings. Periodic inspection is acceptable for single pass fillet welds less than 5/16" and floor and deck welds. Continuous special inspection shall be provided for all complete and partial penetration groove welds, multiple pass fillet welds, and single pass fillet welds equal to or exceeding 5/16". Concrete Construction (1705.3) 1.) Material verification (reinforcing steel): Certified mill test reports for each shipment of reinforcing steel shall be submitted by the contractor and approved by the architect/engineer prior to initiating concrete work. The special inspector retained by the owner shall periodically verify that identification markings on the reinforcing steel conform to ASTM standards indicated in the approved construction documents. 2.) Material verification (concrete): The contractor shall submit mix designs for approval by the architect/engineer in accordance with the project specifications prior to initiating concrete work. 3.) Inspection of reinforcing steel: Periodic inspection of reinforcing steel prior to pouring concrete shall be provided in accordance with chapter 17 of the 2015 IBC by the special inspector retained by the owner. 4.) Inspection of bolts prior to and during concrete installation: Continuous inspection of bolts installed in concrete shall be provided in accordance with chapter 17 of the 2015 IBC by the special inspector retained by the owner. 5.) Verification of use of approved mix design: The special Inspector hired by the owner shall periodically verify that concrete being placed is in accordance with the approved mix design. 6.) Inspection of concrete for proper application techniques: Continuous inspection of the concrete placement techniques shall be provided in accordance with chapter 17 of the 2015 IBC by the special inspector retained by the owner. 7.) Inspection for maintenance of specified curing temperature and techniques: Periodic inspection for maintenance of specified curing temperature and techniques shall be provided in accordance with the approved construction documents and chapter 17 of the 2015 IBC by the special inspector retained by the owner. 8.) Sampling and testing concrete: The testing agency retained by the owner shall provide sampling and testing of concrete as indicated in the project specifications and chapter 17 of the 2015 IBC. 9.) Inspection of epoxy anchors and epoxy reinforcing: The special inspector retained by the owner shall provide continuous inspection of all epoxy anchoring for bolts and or reinforcing steel. Inspection shall be provided to verify that the product is being installed in accordance with the manufacturer's directions and requirements. 31Page Cold Form Steel Construction (1705.2) 1.) The special inspector retained by the owner shall provide periodic inspection in accordance with chapter 17 of the 2015 IBC for fastening, bolting, anchoring, and other fastening of the following seismic resisting elements: a. Wood/PlyCem sheathing (wall, floor, roof) b. Drag strut elements c. Braces d. Holdowns/ATS holdown system Soils (1705.6) 1.) Prior to placement of foundation formwork or reinforcing or structural fill, the special inspector shall determine the following: a. The foundation and slab subgrade has been prepared in accordance with the geotechnical report. b. The utility trenches within the building footprint have been properly backfilled and compacted. c. During placement of fill material, the material being used and the maximum lift thickness complies with the geotechnical report. d. At the frequency indicated in the approved construction documents, the in -place -density of the compacted fill complies with the geotechnical report. Required Structural Observations (2015 IBC 1704.6) 1.) (1704.6.1) Structural observations shall be provided for those structures included in seismic design category D, E, or F, as determined by Section 1613 where one or more of the following conditions exist: The structure is classified as Occupancy Category III or IV The height of the structure is greater than 75 feet above the base The structure is in seismic design category E and use group I and greater than two stories in height • When so designated by the registered design professional responsible for the structural design • When such observation is specifically required by the building official 2.) (1704.6.2) Structural observations shall also be provided for structures in areas where the wind speed, Vasd as determined in accordance with Section 1609.3.1 exceeds 110 mph, where one or more of the following conditions exist: The structure is included in category III or IV according to table 1604.5 The height of the structure is greater than 75 feet When so designated by the registered design professional responsible for the structural design When such observation is specifically required by the building official 3.) Deficiencies shall be reported in writing to the owner and the building official. At the conclusion of the work included in the permit, the structural material that are identified by the manufacturer's designation as to manufacture and grade by mill tests, or the strength and stress grade is otherwise confirmed to the satisfaction of the building official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 4IPage Sika® Swellstop TM HydrophHic controlled expansion wterstop for non-moving joints SikaSwelIstop IS A HIGHLY VERSATILE, STRJP-APPLIED WATERSTOP FOR NON-MOVING CONCRETE JOINTS. FORMULATED TO ENCAPSULATE HYDROPHILIC MATERIALS INTO A RUBBER BASE, Swellstop CREATES A CONTROLLED, MOISTURE -ACTIVATED, COMPRESSION SEAL. Sika® SVVel|stOD=S structural integrity conforms well to the underlying substrate and exhibits self - healing properties when needed. Unlike many traditional clay -based products, Sika° SweIlstop will not expand to a point at which the waterstop itself is destroyed. Field experience has proven that products, which continually expand, lose much of their structural integrity and can actually erode when subjected to a constant flow of water. Furthermore, the controlled expansion properties engineered into Sika® SxveUStOp".n2du[etheiOterDa|preSSU[es[n28t2din[aSt-iO'pl8[e8Dp|i[8tiOOs.VVhi[h[8O[8Usgsp8UiDg in foundations and wall structures. Sika® SweIIstop is idea for a variety of non-moving joint applications, including: NNRetaining walls • Box culverts • Penetrations • Concrete pipes • Vaults • Slabs KEY ADVANTAGES • Simp|e. low-cost installation • Create watertight bond • Require no split forming • Multiple sizes for numerous applications ▪ Internationally accepted PHYSICAL PROPERTIES Color Specific gravity r. (ASTM 071) Volatile matter ASTM D6 Pentrton cone at 77 F 15 gm, 5 sec, ASTM 0217 � Application temperature Service temperature WATERPROOFING Black ± 59/o 1% maximum % -30`F'180'F AVAILABLE SIZES `NW "NOP "Nom • Sika® Swe|stop~ 3/4"Xl 16'8" rolls x 6 rolls/ carton = 100 ft./carton 11Sika°Smelstnp~II: 3/8^X3/4" Z5'rolls x6rolls/carton ~1SUft./carton • SikaSwellstorSC 1/2^x}/4^x1-1/4[ ZU'roll x6rolls/carton = 120 ft./carton Sika® Lockstop TM Mastic waterstop for construction joints Sika" _ockstopT'' IS A STRIP-ADJED MASTIC WATERSTOP 70R NONMOVNG CONCRETE JOINTS. WHEN PROPERLY INSTA LED JSING Ska Lockstor PRIMER ADHESIVE, Sika'') Lockstop CREA ES A WATERT GET SEAL BETWEEN CO \ CRETE SUR -7 -ACES. Sika" _ockstop— DOES NOT SWE:_:_ OR CREATE ANY IN ERNAL OINT PRESSURES AND REQUIRES MINIMAL CONCRE E COVERAGE, Lockstor Primer Adhesive 1 Gallon J AVAILABLE SIZES • Sika ° Lockstop": 3/4" x 1" 116.-8" roll 6 rolls/carton 11007carton KEY ADVANTAGES • Watertight bond • No split forming • Easy to install • Economical Sika® Lockstor conforms well to the underlying substrate and exhibits self -healing properties. Unlike hydrophilic waterstop products, Sika® Lockstor will not expand when subjected to moisture and can be installed in nearly all weather conditions and temperatures. Sika® Lockstor is ideal for a variety of non-moving joint applications, including: • Retaining walls • Box culverts • Penetrations • Concrete pipes • Vaults • Slabs PHYSICAL PROPERTIES e n tion AS test SkificvIty Flash point Fire point a5TRIZTLY, 092 350°F min. 1392 - 375 'F i;tin • Ash intert materials 0482 25% min, Volatile material 06 3% min. ikatm 1.1-131:fr 450"F 4ii‘F 35% 1.20% WATERPROOFING Sika' Swellstop" & Sika Lockstop 3 Primer Adhesive Loch stop Primer Adhesive s ■ Pack e, -W Parka ylet .Install; Please consult a Sika® treenstr W - anCSl`arnat, T ile Engineer r f i re }Part Specifications arsavailablen pant th , infrnation' L ks p" olvetnt seddpri on I ne. f'YRFr px , ;ha aleall ika ro. ts, xe bJe� ta_ e filo mites Warm ty: LIMITED MATERIAL WARR Ni ka a rtirittlitis od' ro k.' ;, ofa stack r t e filf? e rote Pr° du c a �Si ,t if; sed s direr d i hin she l life. User determiri s s itab Buyer's as e reme yd shalt be 1m t�the ur� s nc' r r Iac re I° d ct u NO OTHER WARRANTIES EXPRESS OR IMPLIED S ALI APPLY INCLUPING-,AW W, RR Y FOR 5 KA SHALL NOT cohlaRzoRBEER SPONSISE, SI SBLE ROT BE E SEB OF T "I OD T i A` CAUNDER ANY LEGAL NNER TO - NTELLEC 'UAL I iPE Tif tlGHTSwHELD Y . , available PVC wad rstops. ;fe,a t e th t is rorti on produc or united a o a um acs"I :bor'st decal�w " UT OF;MERCHA T LITlf 0 IT SS FO A DEC AL OR CONS LIE TI D IA ES i FR ±IG r N ANY. ME JT SIKA CO giira°re aintLouls M A IORPDRf i1( 'itrerte d, 7 93 _ S! Product Data Sheet Edition 11.6.2015 Lockstop Lockstop Mastic Waterstop Description Where to Use Benefits Lockstop Waterstop is a strip -applied mastic waterstop for nonmoving concrete joints. When properly installed using Lockstop Primer Adhesive, Lockstop creates a watertight seal between concrete surfaces. Lockstop does not swell or create any internal joint pressures and requires minimum concrete coverage. Lockstop is suitable for a variety of nonmoving joint applications, including: • Retaining Walls • Box Culverts is Penetrations • Concrete Pipe • Vaults • Slabs is Elevator shafts Lockstop's structural integrity conforms well to the underlying substrate and exhibits self - healing properties. Unlike hydrophilic waterstop products, Lockstop will not expand when subjected to moisture and can be installed in nearly all weather conditions and temperatures. Typical Data Packaging 3/4" X 1" X 16'-8" roll (6 rolls or 100' per carton) Physical Properties Color Black Specific Gravity ASTM D71 1.22 Ductility ASTM D113 5.25 Softening Point ASTM D36 350°F+ Flash Point ASTM D92 450°F Fire Point ASTM D92 475°F Penetration, cone at 779F 15 gm; 5 sec. ASTM 0217 55 Ash Inert Materials ASTM D482 35% Volatile Matter ASTM 06 1.2% Chemical Resistance 5% solutions of KOH, HCL, H2SO, NaOH, H2S No visible deterioration *Results may differ based upon statistical variations depending upon equipment, temperature, application methods, test methods, and actual site conditions. PRIOR TO EACH USE OF ANY SIKA PRODUCT, THE USER MUST ALWAYS READ AND FOLLOW THE WARNINGS AND INSTRUCTIONS ON THE PRODUCT'S MOST CURRENT PRODUCT DATA SHEET, PRODUCT LABEL AND SAFETY DATA SHEET WHICH ARE AVAILABLE ONLINE AT HTTP://USA.SIKA.COM/ OR BY CALLING SIKA'S TECHNICAL SERVICE DEPARTMENT AT 800-933-7452. NOTHING CONTAINED IN ANY SIKA MATERIALS RELIEVES THE USER OF THE OBLIGATION TO READ AND FOLLOW THE WARNINGS AND INSTRUCTION FOR EACH SIKA PRODUCT AS SET FORTH IN THE CURRENT PRODUCT DATA SHEET, PRODUCT LABEL AND SAFETY DATA SHEET PRIOR TO PRODUCT USE. How to Use Surface Prep Lockstop is installed in and along the joint after the first concrete pour and before the second pour is made. Lockstop may be installed in a variety of locations along the joint, including a keyway of appropriate dimensions or directly to a plain flat concrete surface. The use of a keyway can help stabilize the position of the Lockstop when the second pour is made. The non -expansive nature of Lockstop allows installation outside of the reinforcing steel with minimal concrete cover. The concrete surface should be smooth, dry, and free of laitance or oil. Allow concrete to cure a minimum of 24 hours prior to application of Lockstop. Application Brush apply a 2" wide coat of Lockstop Primer Adhesive along the joint and allow it to dry for two hours before application of the Lockstop waterstop. Primer adhesive and waterstop should be applied the same day. Press Lockstop firmly and continuously in place over the primed area, achieving about a 25% spread of the material's width. Lockstop can be mechanically fastened in vertical or overhead applications using concrete nails, but only in addition to using the primer adhesive. Suggested fastener spacing is approximately 12" on center. Lockstop should be spliced by lapping approximately 1" of the material side by side. Press the ends together with a molding action until there is no separation or air pockets. Repeat the molding process for intersections and corners. Lockstop may also be bent around corners to avoid splicing. Inspect Lockstop for discontinuity and debris contamination immediately prior to the 2nd concrete pour. If damage has occurred, remove and replace the material with new. Do not remove separation paper from Lockstop until just prior to the 2nd concrete pour. Limitations Lockstop is for use in nonmoving joints and is not appropriate for movement joint applications. Allow Lockstop Primer Adhesive to dry for a minimum of 2 hours. Shelf Life 2 years when stored in a cool, dark, dry environment, Store Lockstop waterstop in a cool, dark, dry environment. KEEP CONTAINER TIGHTLY CLOSED • KEEP OUT OF REACH OF CHILDREN • NOT FOR INTERNAL CONSUMPTION • FOR INDUSTRIAL USE ONLY • FOR PROFESSIONAL USE ONLY All information provided by Sika Corporation ("Sika") concerning Sika products, including but not limited to, any recommendations and ad- vice relating to the application and use of Sika products, is given in good faith based on Sika's current experience and knowledge of its prod- ucts when properly stored, handled and applied under normal conditions in accordance with Sika's instructions. In practice, the differences in materials, substrates, storage and handling conditions, actual site conditions and other factors outside of Sika's control are such that Sika assumes no liability for the provision of such information, advice, recommendations or instructions related to its products, nor shall any le- gal relationship be created by or arise from the provision of such information, advice, recommendations or instructions related to its prod- ucts. The user of the Sika product(s) must test the product(s) for suitability for the intended application and purpose before proceeding with the full application of the product(s). Sika reserves the right to change the properties of its products without notice. All sales of Sika product(s) are subject to its current terms and conditions of sale which are available at http://usa.sika.com/ or by calling 800-933-7452. Sika warrants this product for one year from date of installation to be free from manufacturing defects and to meet the technical proper- ties on the current Product Data Sheet if used as directed within shelf life. User determines suitability of product for intended use and as- sumes all risks. Buyer's sole remedy shall be limited to the purchase price or replacement of product exclusive of labor or cost of labor. NO OTHER WARRANTIES EXPRESS OR IMPLIED SHALL APPLY INCLUDING ANY WARRANTY OF MERCHANTABILITY OR FITNESS FORA PARTICULAR PURPOSE. SIKASHALL NOT BE LIABLE UNDER ANY LEGAL THEORY FOR SPECIAL OR CONSEQUENTIALDAMAGES. SIKA SHALL NOT BE RESPONSIBLE FOR THE USE OF THIS PRODUCT IN A MANNER TO INFRINGE ON ANY PATENT OR ANY OTHER INTELLECTUAL PROPERTY RIGHTS HELD BY OTHERS. Sika Greenstreak Sales Office 3400 Tree Court Industrial Blvd. St. Louis, MO 63122 Tel: (636) 225-9400 Fax: (636) 225-2049 usa.sika.com Sika Corporation 201 Polito Avenue Lyndhurst, NJ 07071 Phone: (201) 933-8800 Fax: (201) 933-6225 usa.sika.com Sika Canada Inc. 601, Delmar Avenue Pointe -Claire, QC H9R 4A9 Phone: (514) 697-2610 Fax: (514) 697-3087 can.sika.com PRIOR TO EACH USE OF ANY SIKA PRODUCT, THE USER MUST ALWAYS READ AND FOLLOW THE WARNINGS AND INSTRUCTIONS ON THE PRODUCT'S MOST CURRENT PRODUCT DATA SHEET, PRODUCT LABEL AND SAFETY DATA SHEET WHICH ARE AVAILABLE ONLINE AT HTTP://USA.SIKA.COM/ OR BY CALLING SIKA'S TECHNICAL SERVICE DEPARTMENT AT 800-933-7452. NOTHING CONTAINED IN ANY SIKA MATERIALS RELIEVES THE USER OF THE OBLIGATION TO READ AND FOLLOW THE WARNINGS AND INSTRUCTION FOR EACH SIKA PRODUCT AS SET FORTH IN THE CURRENT PRODUCT DATA SHEET, PRODUCT LABEL AND SAFETY DATA SHEET PRIOR TO PRODUCT USE. a 0 0 0 Gei}wedm1i.ai OConstrucuon Ohser ait,on :,,9 9 0 9 9 0 0 0 0 9 0 .._,d.,0 0 8 VE 0 r GEOTECHNICAL ENGINEERING STUDY PROPOSED HOTEL 515 INDUSTRY DRIVE TUKNILA, WASHINGTON A ES -1032.03 February 21, 2019 ES -1032.06 Tukwila Hotel Group, LLC 1735 South 19th Avenue, Suite B Bozeman, Montana 59718 Attention: Mr. Tim Wilson Subject: Response to Review Comments Proposed Tukwila Hotel 515 Industry Drive Tukwila, Washington Application No. D18-0309 Reference: City of Tukwila Correction Letter 1, dated November 30, 2018 Earth Solutions NW, LLC Geotechnical Engineering Study ES -1032.03, dated September 12, 2018 Barg hausen Consulting Engineers, Inc. Civil Plans, dated December 12, 2018 Dear Mr. Wilson: • Earth Solutions NW«ic Earth Solutions NW LLC Geotechnical Engineering, Construction Observation/Testing; and Environmental Services REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION CORRiCTION LTR# In accordance with your request, Earth Solutions NW, LLC (ESNW) has prepared this response letter for the subject property. Building Department Review Comment 4 Is a leveling pad required or can the vault be placed on native soil? Are any vault footing drain pipes required? Please provide a letter prepared by your geotechnical engineer addressing vault placement requirements. RECEIVED CITY OF TUKWILA MAR 0 1 2019 1805 - 136Ih Pldce N.E., Suite 201 • Bellevue, W.'\ 98005 • (425) 449-4709 • FAX (425) PERMIT CENTER 119 - G101 Tukwila Hotel Group, LLC February 21, 2019 ESNW Response ES -1032.06 Page 2 In our opinion, we recommend placing a woven geotextile such as Mirafi 500X/H2Ri on the subgrade and 18 inches of crushed rock for a working base/leveling pad under vault foundations. We recommend installing a perimeter drain pipe at or above the static water/dead storage level. We trust this letter meets your current needs. Should you have questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC cc: Barghausen Consulting Engineers, Inc. Attention: Mr. Zayin Wall (Email only) .. r ri (...37.71.117303S ;�J4'YJ:4U i RO YTf3 73 i tS.B3 Kyle R. Campbell, P.E. Principal Engineer Earth Solutions NW, LLC Ti laml PREPARED FOR TUKWILA`HOTEL GROUP, LLC September 12, 2018 nioject Manager Raymond A. Coglas, P.E. Principal Engineer GEOTECHNICAL ENGINEERING STUDY PROPOSED HOTEL 515 INDUSTRY DRIVE TUKWILA, WASHINGTON ES -1032.03 Earth Solutions NW, LLC 1805 — 136th Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: 425-449-47041 Fax: 425-449-4711 www.earthsolutionsnw.com Important Information About Your Geotocbnical 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 solelyfor 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 report whose 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 wag l - subsurface conditions revealed during construction. The geotechnical 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, but preface 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 information 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 Best People an tarts 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone. 301/565-2733 Facsimile: 301/589-2017 e-mail: into©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 1 September 12, 2018 ES -1032.03 r tal Tukwila Hotel Group, LLC 1735 South 19th Avenue, Suite B Bozeman, Montana 59718 Attention: Mr. Will Ralph Dear Mr. Ralph: Earth Solutions NW«C Earth Solutions NW LLC Geotechnical Engineering, Construction Observalionflest.ing and Environmental Services Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed Hotel, 515 Industry Drive, Tukwila, Washington". W Based on the conditions observed during our fieldwork, the site is underlain primarily by a thin layer of fill followed by a relatively thick sequence of very loose to soft alluvial sediments consisting predominately of silt and sand and elastic silt layers. The seasonal groundwater level was observed at an average depth of about 7 to 10 feet below existing grades. However, groundwater levels fluctuate and may become shallower during the wetter winter months. Based on the results of our study, the proposed multi -story hotel building may be supported on piles or aggregate piers. Recommendations for foundation design and other 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. I1 Sincerely, EARTH SOLUTIONS NW, LLC 11 1 1805 - 136th Place N.F., Suite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 uml Table of Contents ES -1032.03 PAGE INTRODUCTION 1 General 1 Project Description 1 Surface 2 Subsurface 2 Groundwater 3 Geologically Hazardous Areas 3 Seismic Hazard Areas 3 DISCUSSION AND RECOMMENDATIONS 4 General 4 Site Preparation and Earthwork 4 Foundations 5 Pile Foundations 5 Allowable Capacities 6 Aggregate Pier Foundations 6 Rigid inclusions 6 Slab -On -Grade Floors 6 Retaining Walls 7 Seismic Considerations 7 Drainage 8 Infiltration 8 Utility Trench Backfill 8 Pavement Sections 9 LIMITATIONS 10 Additional Services 10 Earth Solutions NW, LLC rra 1 UNI Ltd 1 Table of Contents Cont'd ES -1032.03 GRAPHICS Plate 1 Vicinity Map Plate 2 Subsurface Exploration Pian Plate 3 Retaining Wall Drainage Detail Plate 4 Footing Drain Detail APPENDICES Appendix A Appendix B Subsurface Exploration Test Pit and Boring Logs Laboratory Test Results Earth Solutions NW, LLC rr ma GEOTECHNICAL ENGINEERING STUDY PROPOSED HOTEL ma 515 INDUSTRY DRIVE Lod TUKWILA, WASHINGTON ES -1032.03 INTRODUCTION rui General r11 This geotechnical engineering study was prepared for the proposed hotel to be constructed in the southeastern corner of Andover Park East and Industry Drive in Tukwila, Washington. The purpose of this study was to prepare geotechnical recommendations for the proposed development. Our scope of services for completing this geotechnical engineering study kal included the following: ral • A site geologic description including soil and groundwater conditions that may impact site development; 1.1 • Engineering analysis, and; • Preparing this updated geotechnical report. As part of our report preparation, the following documents were reviewed: • Johnson Braund Architects, Site Plan, Sheet A001, dated September 11, 2018; RA • Geologic Map of the Des Moines 7.5 -minute Quadrangle, King County, Washington, 1 2004, and: • The NRCS Web Soil Survey (WSS). Project Description We understand the site will be developed with a hotel and associated improvements. Site layout and grading plans are depicted on the referenced Site Plan. We anticipate the building will be five stories in height and will have a finish floor elevation roughly matching the existing grade. The building may incorporate a post -tensioned slab for the second floor. We anticipate foundation Toads will be on the order of 5 to 7 kips per lineal foot for continuous footings, column loads on the order of 300 to 500 kips and slab -on -grade loading will likely be on the order of 150 pounds per square foot (psf). 1 rri Earth Solutions NW, LLC W ri I1 WEI 711 ItiNJ tail Lad log Pa Id umi Tukwila Hotel Group, LLC ES -1032.03 September 12, 2018 Page 2 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 verify that our geotechnical recommendations have been incorporated. Surface The site is located in the southeastern corner of the intersection between Andover Park East and Industry Drive in Tukwila, Washington. The site is bordered to the north by Industry Drive, to the south and east by commercial development and to the west by Andover Park East. The site is currently vacant but minor grading (filling) has occurred that has created a raised pad in the northern portion of the property. Otherwise, the overall site topography is relatively flat with little discernible elevation change and vegetation consists primarily of field grass. The limits of the property are approximately delineated on the Subsurface Exploration Plan (Plate 2). Subsurface ESNW representatives observe, logged and sampled five test pits excavated across the site using a mini-trackhoe and operator retained by our firm for purposes of assessing soil conditions, and for purposes of characterizing and classifying the site soils. We also reviewed boring logs included in report ESNW previously prepared for the site in 2009. Please refer to the boring and test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. At our test sites, fill consisting primarily of medium dense to dense silty sand with gravel (USCS: SM) was encountered extending to depths between about three to four and one-half feet below existing grade. Below the fill, a relatively deep sequence of very loose to loose alluvial and floodplain deposits consisting of non -plastic silt (ML), silty fine sand (SM) and sand (SP, SP -SM) were encountered extending to the maximum exploration depth of 80 feet at the boring locations. A medium dense soil layer was encountered at a depth of about 40 feet at boring location B-1 and 45 feet at boring location B-2. A layer of soft lean clay (CL) was encountered at boring location B-2 from about 65 feet extending to the terminus of 75 feet below existing grade. A peat layer was encountered at boring location B-1 from about 24 to 27 feet below existing grade. The referenced geologic map of the area identifies alluvial soil deposits throughout the site and surrounding areas. The referenced WSS resource indicates the site is underlain predominantly by Urban Land (Ur) soils. This soil unit represents Targe -scale grading that has otherwise obscured the natural soil deposits. The soil conditions observed at our test sites generally correlates with the geologic map and soil survey designations. Earth Solutions NW, LLC er4 rri Tukwila Hotel Group, LLC September 12, 2018 Groundwater ES -1032.03 Page 3 The seasonal groundwater table was observed at an average depth of about 7 to 10 feet below existing grades during our fieldwork (January 2009 and November 2017). However, the seasonal high groundwater elevation may rise to a shallower depth than the elevation observed during our fieldwork depending on the seasonal rainfall. It should be noted that groundwater elevations fluctuate depending on many factors, including 1111 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, groundwater should be expected in deeper underground utility r and vault excavations. We anticipate 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. However, temporary dewatering of deeper underground utility excavations should be expected throughout some areas of the site where heavy groundwater is exposed. Flowing sand condition may be encountered depending on the time of year deeper excavations occur. �-+ Geologically Hazardous Areas 7 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, Title 18.45 Environmentally Sensitive Areas of the Tukwila Municipal Code was reviewed. Seismic Hazard Areas aLiquefaction 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. The liquefaction susceptibility for the subject site in the current configuration is high 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 0.5g 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 ied maintain adequate levels of life -safety subsequent to a design earthquake event. We would expect total settlements in the range of three to six inches and differential settlements of between two to three inches may result from strong seismic shaking to occur within the existing soils. However, settlement would likely not occur uniformly across the site. I1 i.d Earth Solutions NW, LLC Tukwila Hotel Group, LLC September 12, 2018 ES -1032.03 Page 4 r Providing a uniform subgrade and either piles or ground improvement piers, as recommended in this report will help maintain soil bearing capacity and 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 a strong seismic event; however, significant damage may result from a strong seismic event. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, construction of the proposed building is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include foundation support, minimizing post construction settlements, structural fill placement, and the suitability of the on-site soils for use as structural fill. Foundation support for the proposed building should be provided using piles or aggregate piers/rigid inclusions as discussed later in this report. The presence of groundwater in excavations that extend below about seven feet should be anticipated. The groundwater table will likely fluctuate throughout the year, depending on many factors and may rise above the depth where it was observed during the fieldwork. Appropriate de -watering measures should be incorporated into site designs prior to construction. 7 ESNW should review final site layout and plans to see that appropriate geotechnical recommendations have been incorporated and to provide supplemental recommendations, as appropriate. This study has been prepared for the exclusive use of the Tukwila Hotel Group, LLC and their representatives. 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. Rd Site Preparation and Earthwork With respect to earthwork, the primary considerations at this site are related to structural fill compaction, moisture sensitivity of the site soils, and foundation installation. The fill present on site is granular in nature but is moisture sensitive. The native soils are largely fine-grained and ful very moisture sensitive. From a geotechnical standpoint, the soils encountered at the test sites may not be suitable for use as structural fill depending on the moisture content at the time of grading. Successful use of the on-site soils will largely be dictated by the moisture content of the soils at the time of placement and compaction. The soils encountered at the test sites were generally in a moist to wet condition at the time of the exploration (November 2017). Soils encountered during site excavations that are excessively over the optimum moisture content may require moisture conditioning prior to placement and compaction. Earth Solutions NW, LLC Ta Lid Tukwila Hotel Group, LLC September 12, 2018 ES -1032.03 Page 5 Successful placement and compaction of the on-site soils during periods of extended precipitation will likely be difficult. If the on-site soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well graded granular soil with a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should rs consist of a well graded granular soil with a fines content of 5 percent or less defined as the percent passing the #200 sieve, based on the minus three-quarter inch fraction. Structural fill is defined as compacted soil placed in foundation, slab -on -grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be compacted to a relative compaction of 90 percent, based on the maximum dry density as determined by the Modified Proctor Method (ASTM D-1557) and placed in maximum 12 inch lifts. In pavement areas, the upper 12 inches of the structural fill should be compacted to a relative compaction of at least 95 percent. Temporary construction entrances and drive lanes, consisting of at least 12 inches of quarry spalls can be considered in order to minimize off-site soil tracking and to provide a relatively firm temporary road surface. Erosion control measures should consist of silt fencing and surface water runoff controls. Foundations fla The native soils underlying fill on this site are weak and contain compressible layers. 6.1 Groundwater was observed at a depth of about 7 to 10 feet below existing grade. Foundations must be designed to reduce the affects of liquefaction -induced settlement and provide adequate static support for the new building. Based on the results of our study and our understanding of the project, the proposed five -story building can be supported on piles or aggregate pier/rigid inclusion ground improvement elements. Pile Foundations 1 For purposes of this study, augercast pile diameters of 16 and 18 inches are considered. Other deep foundation diameters can also be considered, and should be assessed by the geotechnical engineer. The following allowable deep foundation capacities for augercast piles should be used for the foundation design. Earth Solutions NW, LLC 171 rri Limel rra Lad 114 timl lam Tukwila Hotel Group, LLC September 12, 2018 Allowable Capacities ES -1032.03 Page 6 UNI * Allowable uplift capacity does not include weight of the pile or pier. lad 114 rra 1• Lmi Fal The above allowable capacities are based on a pile depth of about 80 feet. The geotechnical engineer should observe the installation of the foundations and assess appropriate pile foundation lengths based on the soil conditions encountered during the installation. Aggregate Pier Foundations Rammed aggregate pier (RAP) elements can be considered for ground -improvement for foundation support. For preliminary considerations, RAPs can be designed to provide 4,000 pounds per square foot (psf) of allowable bearing capacity. For preliminary design considerations, we recommend the piers be installed to a minimum depth of about 40 to 45 feet to achieve embedment into a medium dense soil layer. RAPs provide ground improvement between elements, essentially providing ground improvement over a uniform area. This method provides increased resistance to liquefaction -induced settlement and would improve the soil column where installed. ESNW should review proposed RAP element designs to confirm the soil parameters used are representative of the site conditions. For preliminary design considerations, an allowable soil bearing capacity of 4,000 psf can be used for aggregate pier systems. Rigid Inclusions Rigid inclusions may also be considered for this project. Similar to aggregate piers, rigid inclusions (RIs) are a form of ground improvement but are stiffer. RIs for this site can be designed to provide an allowable soil bearing capacity of 3,000 psf for elements that extend to the medium dense sandy layer. RIs should be designed by a firm familiar with this type of foundation support system. Fa Slab -On -Grade Floors 1 rai For purposes of this report, slab -on -grade loading of 150 psf has been assumed. A modulus of subgrade reaction of 250 pounds per cubic inch (pci) can be used for design provided the slab is supported on at least 18 inches of structural fill placed directly on a firm subgrade. ESNW should review the recommendations in this report if higher slab -on -grade loading is anticipated. Earth Solutions NW. LLC Lateral Capacities Diameter (in.) Compression (tons) Uplift (tons)* 0.5 Inch (tons) Deflection 1.0 Inch (tons) Deflection 16 40 30 2 4 18 50 35 3 6 UNI * Allowable uplift capacity does not include weight of the pile or pier. lad 114 rra 1• Lmi Fal The above allowable capacities are based on a pile depth of about 80 feet. The geotechnical engineer should observe the installation of the foundations and assess appropriate pile foundation lengths based on the soil conditions encountered during the installation. Aggregate Pier Foundations Rammed aggregate pier (RAP) elements can be considered for ground -improvement for foundation support. For preliminary considerations, RAPs can be designed to provide 4,000 pounds per square foot (psf) of allowable bearing capacity. For preliminary design considerations, we recommend the piers be installed to a minimum depth of about 40 to 45 feet to achieve embedment into a medium dense soil layer. RAPs provide ground improvement between elements, essentially providing ground improvement over a uniform area. This method provides increased resistance to liquefaction -induced settlement and would improve the soil column where installed. ESNW should review proposed RAP element designs to confirm the soil parameters used are representative of the site conditions. For preliminary design considerations, an allowable soil bearing capacity of 4,000 psf can be used for aggregate pier systems. Rigid Inclusions Rigid inclusions may also be considered for this project. Similar to aggregate piers, rigid inclusions (RIs) are a form of ground improvement but are stiffer. RIs for this site can be designed to provide an allowable soil bearing capacity of 3,000 psf for elements that extend to the medium dense sandy layer. RIs should be designed by a firm familiar with this type of foundation support system. Fa Slab -On -Grade Floors 1 rai For purposes of this report, slab -on -grade loading of 150 psf has been assumed. A modulus of subgrade reaction of 250 pounds per cubic inch (pci) can be used for design provided the slab is supported on at least 18 inches of structural fill placed directly on a firm subgrade. ESNW should review the recommendations in this report if higher slab -on -grade loading is anticipated. Earth Solutions NW. LLC Tukwila Hotel Group, LLC September 12, 2018 ES -1032.03 Page 7 We can provide recommendations for mitigating post -construction slab settlements, if requested. Building slabs should be supported on a compacted subgrade consisting of at least 18 inches of structural fill. 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 five percent or less (percent passing the #200 sieve, based on the minus three-quarters inch fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. Retaining Walls If retaining walls will be used for this project, they should be designed to resist earth pressures and any applicable surcharge loads. For design, the following parameters can be assumed for retaining wall design: • Active earth pressure (yielding wall) 35 pcf (equivalent fluid) • At -rest earth pressure (restrained wall) 55 pcf • Traffic surcharge (passenger vehicles) 70 psf (rectangular distribution) • Passive resistance 300(q cf (equivalent fluid) P Prm • Coefficient of friction 0.40 Additional surcharge loading from foundations, sloped backfill, or other loading should be included in the retaining wall design. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design. Retaining 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 soil, if desired. A perforated drain pipe should be placed along the base of the wall, and connected to an appropriate discharge location. Seismic Considerations The 2015 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2015 IBC, 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 rid rg Tukwila Hotel Group, LLC September 12, 2018 ES -1032.03 Page 8 In our opinion, liquefaction susceptibility at this site, in the current configuration, is moderate to high due to the soil gradation and groundwater conditions. Foundations must be designed to resist or reduce the effects of liquefaction -induced settlement. Drainage The seasonal groundwater table was observed at an average depth of approximately 7 to 10 feet below existing grades during our fieldwork (May 2017). As such, the presence of groundwater should be expected in deeper site excavations, such as those required for utility improvements or detention vault areas. Temporary measures to control groundwater seepage and surface water runoff during construction will likely involve interceptor trenches and sumps, as necessary. Where heavy seepage conditions are encountered, particularly in deeper excavations such as vault structures, conventional dewatering methods such as pumping wells or well points will likely be necessary. Perimeter footing drains should be installed at or below the invert of the building footings. A typical footing drain detail is provided on Plate 3 of this report. Infiltration Pni The soils on the site consist of several feet of granular fill overlying native silt deposits. The native silt deposits. Base on the results of USDA textural analyses completed on representative soil samples, the native soils are classified as Loam and Sandy Loam. These soils exhibit very low infiltration capacity, generally in the range of about 0.25 to 0.75 inch/hour. The low infiltration capacity of the native soils coupled with relatively high groundwater conditions make infiltration difficult. Low impact development (LID) elements such as rain gardens and/or bioswales or other shallow infiltration/treatment element may be considered for this site. Utility Trench Backfill 1 In our opinion, the soils observed at the test sites are generally suitable for support of utilities. Moderate to heavy caving of the site soils should be expected during deeper site excavations. Appropriate means of shoring or sloping excavation walls should be accounted for prior to construction. Organic or highly compressible soils encountered in the trench excavations should not be used for supporting utilities. In general, the on-site soils observed at the test sites should be suitable for use as structural backfill in the utility trench excavations, provided the soil is 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 appropriate. Earth Solutions NW, LLC r Tukwila Hotel Group, LLC rri September 12, 2018 1 Lid sol • J FI 1 • r Pavement Sections ES -1032.03 Page 9 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. 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. Cement treatment of the subgrade soil can also be considered for stabilizing pavement subgrade areas if allowed by local jurisdictions. 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 generally require thicker pavement sections depending on site usage, pavement life expectancy, and site traffic. For preliminary design purposes, the following pavement sections for occasional truck 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 appropriate pavement section design recommendations for truck traffic areas and right-of-way improvements, as necessary. Additionally, the City of Tukwila pavement design standards may supersede the recommendations provided in this report. Earth Solutions NW, LLC •(I Tukwila Hotel Group, LLC ES -1032.03 September 12, 2018 Page 10 1 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. rat tri Laid Earth Solutions NW, LLC 1� Reference: King County, Washington Map 655 By The Thomas Guide Rand McNally 32nd Edition NORTH 4P I ; 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 ac h Solutions NW «c hical Engineering, Construction Monitoring and Environmental Sciences Vicinity Map Tukwila Hotel Tukwila, Washington Drwn. CAM Date 12/21/2017 Proj. No. 1032.03 Checked SES Date Dec. 2017 Plate 1 L ral LAW Ed 4 r 1 r / I i I 1 I I / I I / / / / ,/ , / TP -1I 4 r r // 1 [NDLISTRY [)R[RE —TP -2 I —■— I N • \ • . e ,. \J , �/ , /.y' I' .> /B-1 -------------------- / ;S` i v//vf I TP -5 I / Existing — ■ — f TP -3 I Pad 1 — ■ — 1 ;.•/.." -- JARailroad . a4 TP -1 1 —.— I B-1 1 —•— // 0 ,.4 TP -41 , 4 —■— .+ «y y« I ,y` •` y4 ««47 h 4 LEGEND Approximate Location of ESNW Test Pit, Proj. No. ES -1032.03, Nov. 2017 Approximate Location of ESNW Boring, Proj. No. ES -1032, Oct. 2007 Subject Site Existing Building 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. NORTH NOT - TO - SCALE h Solutions NW«c a1 Engineering, Construction Monitoring and Environmental Sciences Subsurface Exploration Plan Tukwila Hotel Tukwila, Washington Drwn. CAM Date 01/05/2018 Proj. No. 1032.03 Checked SES Date Jan. 2018 Plate 2 NOTES: 18" Min. OO 0 0 oo 0 o O 0 00 0 p ®o00 0 a0 C o COC 0 00 O Cop CO0 V 00 o C 0 0 C 0 0 0 0 0 C 0 0 0 0 0 0 0. 00 00 0 O 0 00000 0 0 0 0 0 6 00 0 0 O f1 C 0 0 .0:— 0,./ C 0 O o 00 0 00 o 0 0 00 0 O o Q 0 O o 0 0 0 0 O o 00 00000 00 0 0 0 0 0 0 0 0 0 o O 00 00 0 Q 00 o O 0 0 o O 00 0 C 0 0 Q 0/ O *0 Oo o 0 C Oo00 0 00 O 0 0 00 0 0 0 R 0 go 0 • o'o0 °o 0 0 OP 00 000 00 C C Q o O 00 000 00 0 00 000 0 0 00 00 0 O 8 00 Q e 0 0 0000 0 00 0 0 0 0 0 0 - r•r• 0 5r•L•ti•ti r•r•r•r•r • Free -draining Backfill should consist of soil having Tess than 5 percent fines. Percent passing No. 4 sieve 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 -inch Drain Rock. 0 000 0 0 op 0 0 0 tirtirtijtirti r•r•r•r• ti•ti•ti•ti•ti tj;rtrtr;• LEGEND: Free -draining Structural Backfill 1 -inch Drain Rock • Structural Fill Perforated Rigid Drain Pipe (Surround in Drain Rock) SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Solutions NWuc th Solutions NWiic chnical Engineering, Construction Monitoring and Environmental Sciences RETAINING WALL DRAINAGE DETAIL Tukwila Hotel Tukwila, Washington Drwn. CAM Date 12/21/2017 Proj. No. 1032.03 Checked SES Date Dec. 2017 Plate 3 Perforated Rigid Drain Pipe (Surround in Drain 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. •r•r•rtir •r, r•r•r•r•r L•S..ti;L�ti.� LEGEND: Surface Seal: native soil or other low -permeability material. 1 -inch Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING rth Solutions NWLLC technical Engineering, Construction Monitoring and Environmental Sciences FOOTING DRAIN DETAIL Tukwila Hotel Tukwila, Washington Drwn. CAM Date 12/21/2017 Proj. No. 1032.03 Checked SES Date Dec. 2017 Plate 4 Appendix A Subsurface Exploration Test Pit and Boring Logs ES -1032.03 The subsurface conditions at the site were explored by drilling two borings and excavating five rimi test pits. The approximate boring and test pit locations are illustrated on Plate 2 of this report. The boring and test pit Togs are provided in this Appendix. The subsurface exploration was completed in October 2007 and November 2017. The borings were advanced to a maximum RA depth of 80 feet below existing grades. Logs of the borings and test pits explored by ESNW are presented in Appendix A. The final logs represent the interpretations of the field Togs and the results of laboratory analyses. The stratification lines on the Togs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. rii r1 l.J ma Earth Solutions NW, LLC 1-4 rut Lad W fil 111 Lid W sir u mol 11 nil Earth Solutions NW LLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER GRAVEL AND GRAVELLY'eC.'od SOILS CLEAN GRAVELS (LITTLE OR NO FINES) OF iii s' E '4 1• 11111. ►/ re S .415 GW SAND MIXTURES, LITTLE OR NO FINES ° ° ° )0 6C.)0 00 0 00(I .0't f ° OC GP POORLY -GRADED GRAVELS, GRAVEL- SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) aO j 0 • a is �;�°C 0 CS 6 III Q GM SILTY GRAVELS, GRAVEL -SAND - SILT MIXTURES 41#' '••4•41'/',+' 'fri '`'�' GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SAND AND SANDY SOILS CLEAN SANDS (LITTLE OR NO FINES) t•::::•:•.••••••' .SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) .f, SNI SILTY SANDS, SAND -SILT MIXTURES SCCLAYEY SANDS, SAND - CLAY MIXTURES FINE GRAINED SOILS SILTS AND LIQUID LIMITMEDIUM 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 PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND LIQUID LIMIT CLAYS GREATER THAN 50 lij 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 !! I "� " : 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. Lr r IA W FA Lad Gal W 1111 W 1 bid GENERAL BH / TP! WELL 10323.GPJ GINT US.GDT 12/26/17 Earth Solutions NW TEST PIT NUMBER TP -1 Earth 1805 - 136th Place N.E., Suite 201 PAGE 1 OF 1 :SO I till() n Bellevue, Washington 98005 Wit( Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES -1032.03 PROJECT NAME Tukwila Hotel DATE STARTED 11/30/17 COMPLETED 11/30/17 GROUND ELEVATION 40 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SES CHECKED BY SSR AT END OF EXCAVATION -- NOTES Surface Conditions: sand fill AFTER EXCAVATION -- o DEPTH (ft) SAMPLE TYPE NUMBER TESTS ui d I GRAPHIC LOG MATERIAL DESCRIPTION _ _ - MC = 11.90% SP- SM *'i Lr tral I,r LAI smi 11 ml 1 11 1 1 1 1 1 ✓ 1 ✓ r 1032-3.GPJ GINT US.GDT GENERAL BH/ Earth 'Solution Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES -1032.03 TEST PIT NUMBER TP -2 PAGE 1 OF 1 PROJECT NAME Tukwila Hotel DATE STARTED 11/30/17 COMPLETED 11/30/17 GROUND ELEVATION 40 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SES CHECKED BY SSR AT END OF EXCAVATION NOTES AFTER EXCAVATION -- 2 a O v 0 w 0. >-o: I -W W CO —J Z co TESTS MC = 16.90% Fines = 6.50% MC = 15.00% MC = 10.50% vi U = c9 o- O g SP - SM GM MATERIAL DESCRIPTION Brown poorly graded SAND with gravel, medium dense to dense, wet (Fill) -groundwater seepage from TOH to 3' [USDA Classification: slightly gravelly coarse SAND) 3.0 -bottom of preload pad 4.5 Gray silty GRAVEL with sand, very dense, moist Test pit terminated at 4.5 feet below existing grade due to very dense conditions. Groundwater seepage encountered from TOH to 3.0 feet during excavation. Caving observed from TOH to 3.0 feet. Bottom of test pit at 4.5 feet. 37.0 35.5 fra Lai W tq W 111 Lai FIR Lai i� Lai GENERAL BH / TP / WELL 1032-3.GPJ GINT US.GDT 12/26/17 Earth Solutions NW TEST PIT NUMBER TP -3 Ea rttt 1805 - 136th Place N.E., Suite 201 PAGE 1 OF 1 ISO I ti lIO r1 Bellevue, Washington 98005 NVW, i i Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES -1032.03 PROJECT NAME Tukwila Hotel DATE STARTED 11/30/17 COMPLETED 11/30/17 GROUND ELEVATION 40 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SES CHECKED BY SSR AT END OF EXCAVATION -- NOTES Depth of Topsoil & Sod 4": grass AFTER EXCAVATION --- 10 DEPTH (ft) SAMPLE TYPE NUMBER TESTS ui ui f GRAPHIC LOG MATERIAL DESCRIPTION TPSL "••+a 0.4 Dark brown TOPSOIL (Fill) 39.6 _ _ - MC = 25.00% MC = 20.10% SM *•• •a• • . .•a• ••�•s• V. Os Brown silty SAND with gravel, medium dense, wet (Fill) 37.0 3.0 5 SM Gray silty SAND with gravel, dense to very dense, moist -weakly cemented _ - MC = 24.30% MC = 21.90% 6.0 [USDA Classification: gravelly fine sandy LOAM] o 34 Fines = 35.00% Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation. No caving observed. Bottom of test pit at 6.0 feet. GENERAL EH 1 TP / WELL 1032.3.GPJ GINT US.GDT 12/26/17 Earth Solutions NW TEST PIT NUMBER TP -4 Earth 1805 - 136th Place N.E., Suite 201 'Sol utia rt Bellevue, Washington 98005 PAGE 1 OF 1 NipV111 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES -1032.03 PROJECT NAME Tukwila Hotel DATE STARTED 11/30/17 COMPLETED 11/30/17 GROUND ELEVATION 40 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY SES CHECKED BY SSR AT END OF EXCAVATION --- NOTES Depth of Topsoil & Sod 4": grass AFTER EXCAVATION -- to DEPTH (ft) SAMPLE TYPE NUMBER TESTS in. vii j GRAPHIC LOG MATERIAL DESCRIPTION TPSL :0;+, 0.4 Dark brown TOPSOIL (Fill) 39.6 v. -groundwater seepage from TOH to 1' - - - K 4 MC = 24.60% MC = 22.40% SM "04* • ++4*• i4+ ",37.0 «+� Brown silty SAND with gravel, medium dense, wet (Fill) 3.q _ _ MC = 20.50% SM Gray silty SAND with gravel, dense to very dense, moist a.5 -weakly cemented 35.5 5 GP - 3 Gray poorly graded GRAVEL with sand, dense to very dense, moist MC = 4.50% GM o )r, 5.5 [USDA Classification: extremely gravelly sandy LOAM] 34.5 Fines = 8.30% Test pit terminated at 5.5 feet below existing grade. Groundwater seepage encountered from TOH to 1.0 foot during excavation. No caving observed. Bottom of test pit at 5.5 feet. 3 GPd GINT US.GDT 12/26/17 GENERALBH/T Lit 1-1.H 'Solution MY! << Earth Solutions NW 1805 - 136th Place N.E., Suite 201 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES -1032.03 TEST PIT NUMBER TP -5 PAGE 1 OF 1 PROJECT NAME Tukwila Hotel DATE STARTED 11/30/17 COMPLETED 11/30/17 EXCAVATION CONTRACTOR NW Excavating EXCAVATION METHOD LOGGED BY SES CHECKED BY SSR NOTES Depth of Topsoil 8 Sod 4 grass GROUND ELEVATION 40 ft TEST PIT SIZE GROUND WATER LEVELS: AT TIME OF EXCAVATION AT END OF EXCAVATION --- AFTER EXCAVATION — w 0 TESTS V) 0 v) U_ =0 aO g J MC = 25.60% MC = 22.70% TPSL SM +,..'+ +tai i+• �, 444 • •`O•+ MATERIAL DESCRIPTION 0.4 Dark brown TOPSOIL (Fill) Brown silty SAND with gravel, medium dense, wet (Fill) -becomes moist 4.0 -groundwater seepage at 4' due to pipe 39.6 Test pit terminated at 4.0 feet below existing grade due to hitting abandoned stormpipe. Groundwater seepage encountered at 4.0 feet during excavation due to pipe. No caving observed. Bottom of test pit at 4.0 feet. 36.0 1 Lad Linn Solution Iw11 Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT REIT Management and Research LLC PROJECT NAME Tukwila Storage BORING NUMBER B-1 PAGE 1 OF 4 PROJECT NUMBER 1032 PROJECT LOCATION Tukwila, Washington DATE STARTED 10/15/07 COMPLETED 10/15/07 DRILLING CONTRACTOR Holocene Drilling DRILLING METHOD HSA LOGGED BY JNC CHECKED BY JNC NOTES 4" Asphalt GROUND ELEVATION GROUND WATER LEVELS: Q AT TIME OF DRILLING AT END OF DRILLING AFTER DRILLING -- HOLE SIZE 7.5 ft CL 0 a I -w w wm CL z RECOVERY CO 0E Ela O > TESTS Qz 0 0 o g 0 MATERIAL DESCRIPTION MC = 22.70% SM 414.4 '.004 15-22-20 O'i0• 5• 100 (42) MC = 10.40%•+.+�• '••••••• SM 0 CO MI x'00+' 15-10-4 �•+• 100 MC = 15.60% X4••••4: (14) 1-1-1 MC = 44.50% 10 i 100 (2) LL = 44 PL=321101 15 A SS 100 0-0-1 MC = 39.60% (1) Fines = 82.00% Crushed Rock Gray silty SAND with gravel, dense, moist (Fill) -increasing gravel content 4.5 20 ML Gray poorly graded SAND with silt and gravel, medium dense, moist (Fill) -becomes wet 7.0 2 Brown silty SAND, loose, wet 9.0 Gray SILT, very loose, wet 11.0 Dark gray fine poorly graded SAND with silt, loose, wet 14.0 20.0 Gray SILT with sand, very loose, wet -decreasing sand content 1l Earth 'Solution Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT REIT Management and Research LLC PROJECT NAME Tukwila Storage BORING NUMBER B-1 PAGE 2 OF 4 PROJECT NUMBER 1032 PROJECT LOCATION Tukwila, Washington TESTS 0 2O a 20 MATERIAL DESCRIPTION Olive brown SILT, very loose, wet MC = 66.40% MC = 45.10% MC = 37.50% c5 MC = 32.10% 11 FRI z w 27.0 33,0 34.0 41.5 Dark brown PEAT trace silt, soft, wet -increasing silt content Brown SILT, very loose, wet Dark gray poorly graded SAND, loose, wet Gray SILT, very loose, wet -minor sand layers Dark gray poorly graded SAND with silt, medium dense, wet GENERAL BH 1 TP / WELL 1032.GPJ GINT US.GDT 12/7/07 Ea t-th 'SO lution • NW114. Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT REIT Management and Research LLC BORING NUMBER B-1 PAGE 3 OF 4 PROJECT NAME Tukwila Storage PROJECT NUMBER 1032 PROJECT LOCATION Tukwila, Washington acCCO RECOVERY CO m0> U2 TESTS U vi U 0.0 O MATERIAL DESCRIPTION SS 60 SS 100 100 100 9-11-12 (23) 11-13-18 (31) 3-3-4 (7) MC = 24.80% Fines = 6.70% MC = 25.90% MC = 35.30% SP - SM 52.0 Dark gray poorly graded SAND with silt, medium dense, wet (continued) SM ML 65 SS 100 5-6-7 (13) MC = 31.90% SS 100 0-1-4 (5) MC = 43.60% ML Dark gray silty SAND, loose, wet .•54.0 Gray sandy SILT, very loose, wet -increasing silt content 60.0 65.0 Gray SILT, medium dense, wet SM Gray silty SAND, loose wet GENERAL BH / TP / WELL 1032.GPJ DINT US.GDT 1217/07 La rth 'So l utio n M1'u� Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT REIT Management and Research LLC PROJECT NUMBER 1032 w a l -w w Lu �Z Q r 0-2-3 (5) 0-0-1 (1) 0-15 TESTS MC = 43.40% MC = 45.60% MC = 43.80% SM U_ 0 • 67.0 BORING NUMBER B-1 PAGE 4 OF 4 PROJECT NAME Tukwila Storage PROJECT LOCATION Tukwila, Washington MATERIAL DESCRIPTION Gray silty SAND, loose wet (continued) ML 80.0 Gray SILT, very loose, wet -possible very soft clay layer from 73' - 78' Boring terminated at 80.0 feet below existing grade. Groundwater table encountered at 7.5 feet during drilling. Boring backfilled with bentonite and cuttings. Bottom of hole at 80.0 feet. 1032.GPJ GINT US.GDT 1217107 GENERAL BH/TP/WEL Earth Solution ni IR Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT REIT Management and Research LLC BORING NUMBER B-2 PAGE 1 OF 4 PROJECT NAME Tukwila Storage PROJECT NUMBER 1032 PROJECT LOCATION Tukwila, Washington DATE STARTED 10/15/07 COMPLETED 10/15/07 GROUND ELEVATION HOLE SIZE DRILLING CONTRACTOR Holocene Drilling GROUND WATER LEVELS: DRILLING METHOD HSA LOGGED BY JNC V AT TIME OF DRILLING 4.5 ft CHECKED BY JNC AT END OF DRILLING --- NOTES 4" Asphalt AFTER DRILLING -- CLVu 5 w a LLICO aj 2Z )( RECOVERY % co Cu - Oz -j m0> UZ TESTS SS 100 6-13-13 (26) MC = 12.40% SS 100 3-2-2 (4) MC = 35.10% SS 100 1-2-3 (5) MC = 31.30% Fines = 70.00% SS 10 100 1-18 MC = 36.30% 15 20 SS 100 1-1-2 (3) MC = 41.50% Fines = 97.70% vi U vi SM ML U Mo n0 4.5 Q 18.0 MATERIAL DESCRIPTION Crushed Rock Gray silty SAND with gravel, dense, moist (Fill) Gray fine sandy SILT, loose, wet -becomes brown SM Gray fine silty SAND, very loose, wet -minor organics 11 Lai tI cal k cal I1 1 Earth Solutions NW BORING NUMBER B-2 Earth 2881 152nd Avenue N.E. 'Solution Redmond, Washington 98052 PAGE 2 OF 4 NMI i( Telephone: 425-284-3300 Fax 425-284-2855 CLIENT REIT Management and Research LLC PROJECT NAME Tukwila Storage PROJECT NUMBER 1032 PROJECT LOCATION Tukwila, Washington m o IE f 20 }a} f- w a Qz co to O W x 15 w m , Vz TESTS 6 m U = E p C7 MATERIAL DESCRIPTION SS 100 0-0-22'2MC = 48.50% SM ,. ,: Gray fine silty SAND, very loose, wet (continued) i.; 21.0 Brown SILT, very loose, wet -contains trace organics 25 XSS 100 12)1 MC = 57.00% -increasing organic content, possible peat layer from 26' - 28' 30 SS 100 0(5)3 MC = 64.40% - - ML -becomes olive brown 35 XSS 100 2�4�2 MC = 31.10% 40 SS 100 0�4�2 MC = 37.70% -contains minor sans taygrs m rri 11401 4.r 114 Fa Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT REIT Management and Research LLC PROJECT NUMBER 1032 BORING NUMBER B-2 PAGE 3 OF 4 PROJECT NAME Tukwila Storage PROJECT LOCATION Tukwila, Washington TESTS MC = 36.40% Fines = 79.80% MC = 30.30% MC = 32.60% MC = 33.80% MC = 42.60% LL = 40 PL = 23 ML 46.5 MATERIAL DESCRIPTION Brown SILT, very loose, wet (continued) -increasing sand content SP - SM 53.0 Dark gray poorly graded SAND with silt, medium dense, wet SM 59.0 Gray silty SAND, medium dense, wet ML 64.0 SM . 65.0 CL fA Gray sandy SILT, loose, wet Gray fine silty SAND, loose, wet Gray lean CLAY, very soft, wet GENERAL BH 1 TP / WELL 1032.GP3 GINT US.GOT 12/7/07 Earth Solution NM] Earth Solutions NW 2881 152nd Avenue N.E. Redmond, Washington 98052 Telephone: 425-284-3300 Fax: 425-284-2855 CLIENT REIT Management and Research LLC PROJECT NAME Tukwila Storage BORING NUMBER B-2 PAGE 4 OF 4 PROJECT NUMBER 1032 PROJECT LOCATION Tukwila, Washington CL v 70 w a H w w co o. 4Z RECOVERY % TESTS 75 X SS 100 0-0-1 (1) MC = 42.00% SS 100 0-1-2 (3) MC = 39.60% CL 0 =t9 a0 0 MATERIAL DESCRIPTION Gray lean CLAY, very soft, wet (continued) -minor ash layer (volcanic) Boring terminated at 75.0 feet below existing grade. Groundwater table encountered at 4.5 feet during drilling. Boring backfilled with bentonite and cuttings. Bottom of hole at 75.0 feet. Appendix B Laboratory Test Results ES -1032.03 Earth Solutions NW, LLC 14 rri Lr Lai rga Lai 1 kal 111 L.I Fi 1 1� Earth Solutions NW, LLC GRAIN SIZE DISTRIBUTION Earth 1805 - 136th PL N.E., Suite 201 Solution S Bellevue, WA 98005 Nl "' Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES -1032.03 PROJECT NAME Tukwila Hotel U.S. SIEVE OPENING 6 4 3 2 IN INCHES -5 1 U.S. SIEVE NUMBERS 1 HYDROMETER - 1/2 n 3 4 6 810 1416 20 30 40 50 60 100140200 100 95 I 1 . 1 1 1 I 1 1 I 90 85 11111 iiiiIh 65 1111 Ili r 55 m ce LU 50 z ErZ 45 ILk 1 III 111111 11117 5 0 100 10 GRAIN SIZE IN MILLIMETERS 0 1 0.01 0.001 COBBLES GRAVEL SAND coarse fine coarse medium fine SILT OR CLAY Specimen Identification Classification Cc Cu • TP -1 5.50ft. USDA: Gray Slightly Gravelly Loam. USCS: Sandy ML. Z TP -2 2.50ft. USDA: Gray Slightly Gravelly Coarse Sand. USCS: SP -SM. 1.19 3.83 A TP -3 6.00ft. USDA: Gray Gravelly Fine Sandy Loam. USCS: SM with Gravel. * TP -4 5.50ft. USDA: Gray Extremely Gravelly Sandy Loam. USCS: GP -GM with Sand. 6.16 207.68 Specimen Identification D100 D60 D30 D10 LL PL PI %Silt %Clay • TP -1 5.5ft. 19 0.108 56.0 m TP -2 2.5ft. 9.5 0.603 0.335 0.157 6.5 A TP -3 6.0ft. 19 0.325 35.0 * TP -4 5.5ft. 37.5 23.102 3.98 0.111 8.3 0 CO J 7 1- 5 0 w 0 z rnt W Earth Solutions NW, LLC GRAIN SIZE DISTRIBUTION Earth 2881 152nd Avenue N.E. SO1UtiOnS Redmond, WA 98052 Nlihic Telephone: (425) 284-3300 Fax: (425) 284-2855 CLIENT REIT Management and Research, LLC PROJECT NAME Andover Executive Park 1 5 PROJECT NUMBER ES -1032 PROJECT LOCATION Tukwila 100 U.S. SIEVE OPENING IN INCHES I 6 4 3 2 .5 1 3/4 1/23/8 3 • 6 8 U.S. SIEVE NUMBERS 1 HYDROMETER • 1416 20 30 , 50 60 100 140 200 95 1 I 1 1 I' I l _ 1 ''"', N 90 85 I 80 11111 70 f111 III 65 i— 60 LI 55 I m cc ILI 50 z z 45 w 40 Lu a 35 30 25 20 15 10 14 '' 100 10 0 1 0.01 GRAIN SIZE IN MILLIMETERS 0.001 COBBLES GRAVEL SAND coarse fine coarse medium fine SILT OR CLAY Specimen Identification Classification LL PL PI Cc Cu j • B-1 15.Oft. Gray SILT with sand, ML CO B-1 45.Oft. Dark gray poorly graded SAND with silt, SP -SM 1.09 3.31 • B-2 7.5ft. Gray sandy SILT, ML * B-2 15.0ft. Brown SILT, ML o B-2 45.06. Dark gray SILT with sand, ML Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B-1 15.Oft. 2 0.0 18.0 82.0 1 B-1 45.0ft. 4.75 0.36 0.206 0.109 0.0 93.3 6.7 • B-2 7.511. 2 0.0 30.0 70.0 * B-2 15.0ft. 4.75 0.0 2.3 97.7 0 B-2 45.0ft. 4.75 0.0 20.2 79.8 rtw T1 �$ 2881 152nd Avenue N.E. ' L611 "'nd Av nue .E. ATTERBERG LIMITS' RESULTS ISObltions Redmond, WA 98052 ?Mut Telephone: (425) 284.3300 Fax: (425) 284-2855 CLIENT REIT Management and Research, LLC PROJECT NAME Andover Executive Park TI PROJECT NUMBER ES 1032 PROJECT LOCATION Tukwila - ,,, TilL 60 50 CL - CH lal P L A s 40 L.T 11 I C T 30 k 11 Y I ND 20 ECD X 10 L CL -ML ML MH WI0 'ir 0 20 40 60 80 100 LIQUID LIMIT 7 Specimen Identification LL PL PI Fines Classification 11111 • B-1 10.0 44 32 12 Gray SILT, ML 1 B-2 65.0 40 23 17 Gray lean CLAY, CL WI u✓ II ur IIII F7 a g 0 0 11 n E I j J i QW m L log Lag 11 Lod Ira L iri 1 E-MAIL ONLY E-MAIL ONLY Report Distribution ES -1032.03 Tukwila Hotel Group, LLC 1735 South 19th Avenue, Suite B Bozeman, Montana 59718 Attention: Mr. Will Ralph Blackridge, LLC 1735 South 19th Avenue, Suite B Bozeman, Montana 59718 Attention: Mr. Tim Wilson Earth Solutions NW, LLC Oldcastle Precast® F E Structural Design Calculations Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel Designed By: S. C. Hiester, PE Date: August 22, 2018 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 22 2019 City of Tukwila BUILDING DIVISION RECEIVED OCT 302018 TUKWILA PUBLIC WORKS • RECEPVEO CITY OF TUKWILA OCT 2 9 2018 PERMIT CENTER The design submitted is the property of and is used for the proprietary use of Oldcastle Precast only, and shall be used on product manufactured only by Oldcastle Precast. OWNER OR OWNER REPRESENTATIVE TO VERIFY AND APPROVE ALL DESIGN AND LOADING CRITERIA Oldcastle Precast O 2018 I 1) g -03� 1-4 Ofdcastle Precast. Date: 08/22/18 Ta summary - cover slabs constants Product: Customer: Project: By: Detention Panel Vault Key Construction Element by Westin Hotel S.C. Hiester,PE h= 14.000 b= 12.000 d= 12.000 dc= 2.000 eu= 0.003 ey= 0.0021 a= 0.6 n= 6 flexure requirements 111 Ioc Mu As rea'd bar size • bot -long k-ft/ft in2/ft 44.641 0.85 8 minmum flexural reinforcing sec. 10.5 eg10-3: 3'1(fc)bd/fy eq 10-3 200bd/fv 1.33As As min tad in2/ft in2/ft in2/ft in2/ft 0.60 0.48 1.13 0.85 RaI shear Vu Mux b d kip in in 21.566 12.000 12.000 uan sac As prov Q c et ea in in2/ft in 11 10.000 0.95 0.0066 1.1286 0.0289 0.900 maxumim flexural spacing sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc Mx fs max sp act sp k -ft ksi in in 30.471 34.993 12.157 10.000 As Asx Osx eq 11-3 eq 11-5 kip 18.072 Page 1 of 69 Oldcastle Precast © 2018 fMn k -ft 49.49 distribution reinforcing As rea'd in2/ft 0.48 temperature & shrinkage reinforcing sec. 7.12.2 eq 7.12.2.1.b:.0018bh As rea'd As prov max sp bar size quan act sp in2/ft in2/ft 5h or 18 ea in bot -tans 0.15 0.53 18.000 8 11 18.000 top -long 0.15 0.14 18.000 4 7 17.500 top -trans 0.15 0.13 18.000 4 11 18.000 connections side wall connection/top end wall connection/top chord reinforcing 2 2 0.68 spacing 4.588 ft spacing 7.333 ft in2 Summary - side walls constants h= 9.000 b= 12.000 d= eu= 0.003 ey= 0.0021 a= flexure requirements Ioc Mu As rea'd bar size • bot -long k-ft/ft in2/ft 6.255 0.19 4 ▪ minmum flexural reinforcing sec. 10.5 eg10-3: 3.J(fc)bd/fy ea 10-3 200bd/fv 1.33As As min in2/ft in2/ft in2/ft in2/ft 0.37 0.30 0.25 0.25 11 shear Vux Mux b d ,r kip k -ft in in 3.055 2.121 12.000 7.375 quan sac As prov ea in in2/ft 22 10.000 0.24 0.0027 maxumim flexural spacing sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc Mx fs max sp act SD k -ft ksi in in 3.910 28.047 15.733 10.000 As Asx, 4)sx eq 11-3 eq 11-5 in2/ft kip kip 0.24 11.107 10.950 7.375 dc= 1.625 0.6 n= 6 c in 0.2857 et k fMn k -ft 0.0744 0.900 7.856 temperature & shrinkage reinforcing sec. 7.12.2 eq 7.12.2.1.b:.0018bh As read As prov max sp bar size quan act sp in2/ft in2/ft 5h or 18 ea in bot -trans 0.10 0.13 18.000 4 6 18.000 top -long 0.10 0.13 18.000 4 13 18.000 top -trans 0.10 0.13 18.000 4 6 18.000 connections side wall connections 4 spacing 4.588 ft Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 2 of 69 ry Oldcastle Precast © 2018 Summary - end walls constants h= eu= flexure requirements loc Mu As req'd bar size bot -long k-ft/ft in2/ft 6.255 0.19 4.00 minmum flexural reinforcing sec. 10.5 eg10-3: 3'(fc)bd/fy eq 10-3 200bd/fv 1.33As As min in2/ft in2/ft in2/ft in2/ft 0.37 0.30 0.25 0.25 shear Vux Mux b d kip k -ft in in 3.055 2.121 12.000 7.375 9.000 b= 12.000 d= 7.375 dc= 1.625 0.003 ey= 0.0021 uan sac As Prov ea in in2/ft 18.00 10.000 0.24 0.0027 a= 0.6 n= 6 maxumim flexural spacing sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc Mx fs max sp act SD k -ft ksi in in 3.910 28.047 15.733 10.000 As OSx 0.5X eq 11-3 eq 11-5 in2/ft kip kip 0.24 11.107 10.950 c in 0.2857 et k fMn k -ft 0.0744 0.900 7.856 temperature & shrinkage reinforcing sec. 7.12.2 eq 7.12.2.1.b: .0018bh As req'd As Prov max sp bar size (wan act sp in2/ft in2/ft 5h or 18 ea in bot -trans 0.10 0.14 18.000 4 6 17.375 top -long 0.10 0.13 18.000 4 10 18.000 top -trans 0.10 0.14 18.000 4 6 17.375 connections end wall connections 2 spacing 7.333 ft Summary - exterior base slabs constants h= eu= flexure requirements loc Mu As req'd bar size k-ft/ft in2/ft bot long 1.339 0.037 top long -20.760 0.586 4 6 minmum flexural reinforcing sec. 10.5 eg10-3: 3'i(fc)bd/fy eq 10-3 200bd/fv 1.33As As min in2/ft in2/ft in2/ft in2/ft 0.41 0.33 0.05 0.05 0.41 0.33 0.78 0.59 shear Vux Mux b d 11.580 12.000 8.125 10.000 b= 12.000 0.003 ey= 0.0021 euan sac As Prov ea in in2/ft 13.000 8.250 0.29 13.000 8.250 0.64 d= 0.003 0.0066 maxumim flexural spacing sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc Mx fs max sp act SD k -ft ksi in in 0.929 5.003 101.475 8.250 -14.154 35.554 11.057 8.250 As $mac eq 11-3 eq 11-5 12.236 8.125 dc= 1.875 d'= 8.125 0.6 n= 6 c in 0.3463 0.7619 et k fMn k -ft 0.0674 0.900 10.476 0.029 0.900 22.623 temperature & shrinkage reinforcing sec. 7.12.2 eq 7.12.2.1.b:.0018bh As req'd As Prov max sp bar size duan act sp in2/ft in2/ft 5h or 18 ea in bot -trans 0.11 0.13 18.000 4 11 18.000 top -trans 0.11 0.23 18.000 4 11 10.500 connections side wall connection/top end wall connection/top 2 spacing 4.588 ft 2 spacing 7.333 ft 0 Otdcastfe Precast® Date: 08/22/18 Summary - interior walls constants h= Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 3 of 69 Oldcastle Precast © 2018 9.000 b= 12.000 temperature & shrinkage reinforcing sec. 7.12.2 eq 7.12.2.1.b: .0018bh As reg'd As Prov max sp bar size in2/ft in2/ft 5h or 18 bot long 0.10 18.000 4 bot -trans 0.10 0.13 18.000 4 top long 0.10 18.000 4 top -trans 0.10 0.13 18.000 4 Summary - interior base slabs constants h= eu= flexure requirements loc Mu As read bar size k-ft/ft in2/ft bot -long 0.055 0.055 top -long -19.660 8.125 4 6 minmum flexural reinforcing sec. 10.5 eq 10-3: 3'I(fc)bd/fy eq 10-3 200bd/fy 1.33As As min in2/ft in2/ft in2/ft in2/ft 0.41 0.33 0.07 0.07 0.41 0.33 10.81 0.41 shear Vux Mux kip k -ft 6.379 b d in in 12.000 8.125 man act sp 13 17.875 13 17.875 10.000 b= 12.000 0.003 ey= 0.0021 tam ea 12.000 12.000 saac As Prov in in2/ft 0.000 0.27 0.0027 9.000 0.59 0.006 d= oc= 2 maxumim flexural spacing sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc Mx fs max sp act sp k -ft ksi in in 0.039 0.230 2282.6 9.000 -13.691 37.396 10.328 9.000 As Asx c in2 eq 11-3 eq 11-5 12.236 8.125 dc= 1.875 d'= 8.125 0.6 n 6 c in 0.3175 0.6984 et k fMn k -ft 0.0738 0.900 9.615 0.0319 0.900 20.797 temperature & shrinkage reinforcing sec. 7.12.2 eq 7.12.2.1.b: .0018bh As req'd As Prov max sp bar size quan act sp, in2/ft in2/ft 5h or 18 ea in bot -trans 0.11 0.13 18.000 4 11 18.000 top -trans 0.11 0.28 18.000 4 11 8.625 connections side wall connection/top end wall connection/top 2 spacing 4.588 ft 2 spacing 7.333 ft :ri um Ili Otdcastte Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 4 of 69 Oldcastle Precast © 2018 summary access cover slabs constants h= 14.000 d= 12.000 dc= 2.000 (>q eu= 0.003 ey= 0.0021 a= 0.6 n= 6 bl= 0.7 Lid access cover slab 1 flexure requirements edge Mu As read bar size p a As Prov b rmax g c et k fMn beam k-ft/ft in2/ft ea in in2 in in k -ft 1 0.000 0.139 4 2.000 7.000 0.40 11.000 0.0298 0.003 0.5195 0.0663 0.900 21.269 2 62.261 7.533 8 10.000 7.733 7.90 43.938 0.0298 0.015 2.5686 0.011 0.900 394.275 maxumim flexural spacing edge sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc 1.1 beam Mx fs max sp act sp k -ft ksi in in 1 0.00 0.000 18.000 7.000 ' rn 2 42.50 6.075 89.062 7.733 shear edge Vux Mux b d As ccx, d;x Av ASN beam kip k -ft in in in2 eq 11-3 eq 11-5 1 left 0.000 23.000 12.000 0.40 34.638 0.4 6 36.000 70.64 1 right 0.000 11.000 12.000 0.40 16.566 0.4 6 36.000 52.57 Mg 2 left 26.165 55.938 12.000 7.90 84.241 0.4 6 36.000 120.24 2 right 28.277 43.938 12.000 7.90 66.169 0.4 6 36.000 102.17 rill access cover slab 2 flexure requirements edge Mu As read, bar size guar sac As Prov b rmax g c et fMn • beam k-ft/ft in2/ft ea in in2 in in k -ft 1 0.000 0.139 4 2.000 7.000 0.40 11.000 0.0298 0.003 0.519 0.066 0.900 21.269 !al 2 62.261 7.533 8 10.000 7.733 7.90 43.938 0.0298 0.015 2.5686 0.011 0.900 394.275 maxumim flexural spacing - edge sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc beam Mx fs max sp act sp k"' k -ft ksi in in 1 0.00 0.000 18.000 7.000 1111 2 42.50 6.075 89.062 7.733 shear edge Vux Mux b d As la sxc , Av Ow dSN beam kip k -ft in in in2 eq 11-3 eq 11-5 a 1 left 0.000 11.000 12.000 0.40 16.566 0.4 6 36.000 52.57 1 right 0.000 23.000 12.000 0.40 34.638 0.4 6 36.000 70.64 2 left 28.277 43.938 12.000 7.90 66.169 0.4 6 36.000 102.17 la 2 right 26.165 55.938 12.000 7.90 84.241 0.4 6 36.000 120.24 L -11 ual Odcastte Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 5 of 69 Oldcastle Precast © 2018 access cover slab 3 rid flexure requirements • edge Mu As req'd bar size quan spec As Prov b rmax g c et beam k-ft/ft in2/ft ea in in2 in in ▪ 1 62.261 0.000 8 8.000 8.086 6.32 43.938 0.0298 0.012 2.055 0.015 2 101.862 4.061 8 6.000 3.700 4.74 24.000 0.0298 0.0165 2.8214 0.0098 maxumim flexural spacing ' edge sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc • beam Mx fs max sp act SD k -ft ksi in in 1 42.50 7.511 71.275 8.086 2 69.53 16.647 29.963 3.700 shear `..1 edge Vux Mux b d As $�,2c ka Av sp kg OSN beam kip k -ft in in in2 eq 11-3 eq 11-5 Pfil 1 left 26.165 55.938 12.000 6.32 84.241 0.4 6 36.000 120.24 1 right 28.277 43.938 12.000 6.32 66.169 0.4 6 36.000 102.17 Pul 2 left 23.879 36.000 12.000 4.74 54.216 0.4 6 36.000 90.22 I ▪ 2 right 29.888 24.000 12.000 4.74 36.144 0.4 6 36.000 72.14 Lad kal 0.900 0.900 fMn k -ft 320.592 234.656 access cover slab 4 flexure requirements RA edge Mu As req'd beam k-ft/ft in2/ft 1 62.261 6.229 2 101.862 4.061 maxumim flexural spacing edge beam 2 sec. 10.6.4 eq 10-4 Mx fs k -ft ksi 42.50 7.511 69.53 16.647 bar size 8 8 quan sDac As Prov b rmax p c et $ fMn ea in in2 in in k -ft 8.000 8.086 6.32 43.938 0.0298 0.012 2.055 0.015 0.900 320.592 6.000 3.700 4.74 24.000 0.0298 0.0165 2.8214 0.0098 0.900 234.656 15(40/fs)-2.5dc max sp act sp in in 71.275 8.086 29.963 3.700 shear edge Vux Mux b d As beam kip k -ft in in in2 1 left 28.277 43.938 12.000 6.32 1 right 26.165 55.938 12.000 6.32 2 left 29.888 24.000 12.000 4.74 2 right 23.879 36.000 12.000 4.74 Asx 4sx eq 11-3 eq 11-5 66.169 0.4 6 36.000 102.17 84.241 0.4 6 36.000 120.24 36.144 0.4 6 36.000 72.14 54.216 0.4 6 36.000 90.22 Av sp (1)S6 d;N 11 Product: Detention Panel Vault 4fdcastte Precast® Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Page 6 of 69 r Oldcastle Precast © 2018 fq access cover slab 5 rul flexure requirements edge Mu As reci'd bar size duan spac As Prov b rmax p c et $ fMn beam k-ft/ft in2/ft ea in in2 in in k -ft 1 74.876 4.762 8 7.000 5.600 5.53 39.100 0.0298 0.012 2.020 0.015 0.900 280.821 2 0.000 0.139 4 2.000 7.000 0.40 11.000 0.0298 0.003 0.5195 0.0663 0.900 21.269 maxumim flexural spacing • edge sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc ▪ beam Mx fs max sp act sip k -ft ksi in in 1 51.11 10.315 50.813 5.600 2 0.00 0.000 18.000 7.000 shear edge Vux Mux b d As ba Av sp 6S6 4;1v beam kip k -ft in in in2 eq 11-3 eq 11-5 1 left 29.028 69.100 12.000 5.53 104.06 0.4 6 36.000 140.06 1 right 33.832 39.100 12.000 5.53 58.884 0.4 6 36.000 94.88 2 left 0.000 41.000 12.000 0.40 61.746 0.4 6 36.000 97.75 2 right 0.000 11.000 12.000 0.40 16.566 0.4 6 36.000 52.57 pq access cover slab 6 flexure requirements • edge Mu As req'd bar size ss_ac As Prov b rmax p c et k fMn beam k-ft/ft in2/ft ea in in2 in in k -ft 1 62.261 7.533 8 10.000 7.733 7.90 43.938 0.0298 0.015 2.569 0.011 0.900 394.275 2 0.000 0.139 4 2.000 7.000 0.40 11.000 0.0298 0.003 0.5195 0.0663 0.900 21.269 maxumim flexural spacing edge sec. 10.6.4 eq 10-4: 15(40/fs)-2.5dc beam Mx fs max sp act sp k -ft ksi in in 1 42.50 6.075 89.062 7.733 2 0.00 0.000 18.000 7.000 shear ✓ edge Vux Mux b d As = tgx Av ag OS Y .1);N beam kip k -ft in in in2 eq 11-3 eq 11-5 on 1 left 28.277 43.938 12.000 7.90 66.169 0.4 6 36.000 102.17 11 1 right 26.165 55.938 12.000 7.90 84.241 0.4 6 36.000 120.24 2 left 0.000 11.000 12.000 0.40 16.566 0.4 6 36.000 52.57 A 2 right 0.000 23.000 12.000 0.40 34.638 0.4 6 36.000 70.64 W kal specifications 111kid kal lil lq kal 'W wheel patch loading 6.1 04 Ismi Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 7 of 69 Oldcastle Precast © 2018 design per ACI -318-11 Toad distribution per AASHTO LRFD bridge d vehicle load: HL -93 loading other loads: none design parameters concrete fc rebar: fy vehicle direction soil cover wearing surface watertable - below grade - design watertable - below grade - buoyancy soil density g saturated soil density gs saturated soil density gb soil friction angle esign specification - seventh edition 7000 psi 60,000 psi perpendicular 1.083 ft 0.250 ft 7.750 ft 7.750 ft 120.00 pcf 120.00 pcf 57.60 pcf 30.00 deg all units are in ft, kips, radians - uno lateral soil pressure above water table lateral soil pressure below water table peak ground acceleration PGA Fpga kh interior height of water required ultimate soil bearing pressure allowable soil bearing pressure soil spring constant Ec= 60.0 pcf 28.8 pcf 0.60 g 1.000 0.298 g 7.000 ft 12000 psf 4000 psf 83.33 pci 5072 psi geometry design options: sigle cell, double cell, triple cell. Multiple cells above three will be based on the triple design cell quan,ea cell width,ft vault wheel loading I 3 14.667 vx top thickness,ft exterior wall thickness,ft interior wall thickness,ft base thickness,ft x vault 1.167 0.750 0.750 0.833 1 wheel patch loads a� bp3 ap3 bo apt bp1 ap, 14 010 14 14 14 11 14 1 4 3 2 4 patch loads maximum top spans x start ft x end ft span 1 15.229 0.000 15.229 span 2 15.042 15.229 30.271 span 3 15.229 30.271 45.500 1 base overhang,ft permenant loads DC WS EV Lane componemt dead load wearing surface vertical earth oad lane load 0.500 I Oldcastte Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 8 of 69 Oldcastle Precast © 2018 walls span rii 1,11 Base geometry 6.11 beam on elastic foundation analysis !ill 1 I17 114 wheel patch loads rJ Lid *for calcultion of LS (live load surcharge) external base -single cell external base -multiple cell internal base -triple cell L,in 206.00 195.50 185.00 wall reactions al ,in a2,in 10.500 195.50 10.500 193.25 2.250 182.75 water Design cases clear span= case 1 2 3 4 5 6 7 8 total number of cases 15.000 ft water al ,in a2,in critical locations for shear d xl x2 x3 x4 15.000 191.00 11.000 0.000 26.000 180.00 206.00 15.000 191.00 11.000 0.000 26.000 180.00 195.50 4.500 180.50 11.000 0.000 17.750 169.50 185.00 a2 a, wall reaction wall reaction 1 ref: wheel load distribution tables table HL -93 design truck, less than 2.000 ft of soil + wearing surface, traffic perpendicular to span 1 HL -93 tandem truck, less than 2.000 ft of soil + wearing surface, traffic perpendicular to span 2 case 1 2 3 4 5 6 7 8 w1 0.691 1.080 al 2.833 2.833 b1 3.167 3.167 w2 0.691 1.080 a2 2.833 2.833 b2 1.167 1.167 w3 0.691 1.080 a3 2.833 2.833 b3 3.167 3.167 w4 0.691 1.080 2 a4 2.833 2.833 P` 16.000 16.000 ir4 LAI Oidcastie Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 9 of 69 Oldcastle Precast © 2018 6, HL -93 design truck, Tess than 2.000 ft of soil + wearing surface, traffic perpendicular to span 4 vault wheel loading total x, ft 11l 64.333 approx vault wheel increment, ft increment quantity,ea actual wheel increment,ft top analysis - maximum pos. bending moment base design on single cell span length (max span) 6r span,ft 15.417 critical shear location Vu1,ft 1st wheel location,vx,ft 14.846 critical shear location Vu2,ft 7 max x dist for 1st top,ft 34.063 increment quan,lst top,ea 69 11 AEI 41 0.500 130 0.495 1.375 14.042 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxt,in 1.000 184 0.0828 7.2835 wheel &12pi ).14 Lf P1 2.833 3.167 0.691 1.6 P2 2.833 1.167 0.691 1.6 P3 2.833 3.167 0.691 1.6 P4 2.833 0.691 1.6 wu 1.106 1.106 1.106 1.106 loading x -front x -back 14.846 12.013 8.846 6.013 4.846 2.013 -1.154 -3.987 perm DC WS EV Lane w LF 0.175 1.25 0.035 1.50 0.130 1.30 0.064 1.00 wu 0.219 0.053 0.169 0.064 span 1 span 2 beam loading span 3 patch 1 2 3 4 a b 12.013 2.833 0.383 6.013 2.833 6.383 2.013 2.833 10.383 0.000 0.000 0.000 a 1414 b c • beam diagram load load cas( sub case Ra Rb Mux Mx Vux1 Vux2 1 1 1 0.370 2.763 2.697 1.686 0.370 -1.873 2 1 2 1.605 1.529 10.796 6.747 1.605 -1.529 3 1 3 2.428 0.706 5.739 3.587 2.428 -0.706 4 0 0 0.000 0.000 0.000 0.000 0.000 0.000 DC 4 1.666 1.666 6.330 5.064 1.365 -1.406 WS 4 0.400 0.400 1.519 1.013 0.328 -0.337 EV 4 1.287 1.287 4.890 3.762 1.054 -1.086 Lane 4 0.487 0.487 1.852 1.852 0.399 -0.411 (E) 33.823 23.710 7.549 7.349 11.690 cial,rad DI in Mux LL Vux1 LL -0.3972 -26.59 2.697 0.370 -1.2840 0.00 10.796 1.605 -1.0418 -49.35 5.739 2.428 0.0000 0.00 0.000 0.000 -0.9140 -52.08 -0.2194 -12.50 -0.706 -40.2 -0.2674 -15.24 -75.9 -120.1 19.232 4.403 Oldcastle Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 10 of 69 Oldcastle Precast © 2018 HL -93 design truck, less than 2.000 ft of soil + wearing surface, traffic perpendicular to span vault wheel loading total x, ft 64.333 approx vault wheel increment, ft increment quantity,ea actual wheel increment,ft top analysis - maximum shear base design on single cell span length (max span) span,ft 15.417 critical shear location Vu1,ft 1st wheel location,vx,ft 20.290 critical shear location Vu2,ft max x dist for 1st top,ft 34.063 increment quan,lst top,ea 69 0.500 130 0.495 1.375 14.042 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxt,in 1.000 184 0.0828 14.042 wheel P1 2.833 3.167 0.691 P2 2.833 1.167 0.691 P3 2.833 3.167 0.691 P4 2.833 0.691 Lf 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 x -front 20.290 14.290 10.290 4.290 loading x -back 17.456 11.456 7.456 1.456 perm DC WS EV Lane w LF 0.175 1.25 0.035 1.50 0.130 1.30 0.064 1.00 wu 0.219 0.053 0.169 0.064 span 1 span 2 beam loading span 3 patch 1 2 3 4 a b 0.000 0.000 0.000 11.456 2.833 0.939 7.456 2.833 4.939 1.456 2.833 10.939 r a b c beam diagram load load case sub case 1 0 0 2 1 2 3 1 3 4 1 3 DC 4 WS 4 EV 4 Lane 4 (E) Ra Rb Mux Mx Vux1 Vux2 gal,rad Dy 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.00 0.485 2.649 3.111 1.945 0.485 -2.374 -0.5147 0.00 1.308 1.826 2.510 1.569 1.308 -1.826 -1.1728 -18.44 2.542 0.591 0.813 0.508 2.542 -0.591 -0.9293 -8.78 1.666 1.666 1.824 1.459 1.365 -1.406 -0.9140 -12.87 0.400 0.400 0.438 0.292 0.328 -0.337 -0.2194 -3.09 1.287 1.287 1.409 1.084 1.054 -1.086 -0.706 -9.9 0.487 0.487 0.534 0.534 0.399 -0.411 -0.2674 -3.77 10.638 7.390 7.481 8.032 3.368 -27.2 -29.7 Mux LL Vux1 LL 0.000 0.000 3.111 0.485 2.510 1.308 0.813 2.542 6.434 4.335 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 11 of 69 Oldcastle Precast © 2018 HL -93 design truck, less than 2.000 ft of soil + wearing surface, traffic perpendicular to span vault wheel loading total x, ft 64.333 approx vault wheel increment, ft 0.500 increment quantity,ea 130 actual wheel increment,ft 0.495 top analysis - maximum deflection base design on single cell span length (max span) span,ft 15.417 critical shear location Vu1,ft 1st wheel location,vx,ft 22.269 critical shear location Vu2,ft max x dist for 1st top,ft 34.063 increment quan,lst top,ea 69 1.375 14.042 approx force calc increment, in 1.000 increment quan, ea 184 actual force calc increment, in 0.0828 force calc location fxt,in 7.6146 loading wheel bai w i Lf wu x -front x -back P1 2.833 3.167 0.691 1.6 1.106 22.269 19.436 P2 2.833 1.167 0.691 1.6 1.106 16.269 13.436 P3 2.833 3.167 0.691 1.6 1.106 12.269 9.436 P4 2.833 0.691 1.6 1.106 6.269 3.436 perm w LF wu DC 0.175 1.25 0.219 WS 0.035 1.50 0.053 EV 0.130 1.30 0.169 Lane 0.064 1.00 0.064 span 1 span 2 beam loading span 3 patch 1 2 3 4 a b 0.000 0.000 0.000 13.436 1.793 0.000 9.436 2.833 2.960 3.436 2.833 8.960 a►l. b c ►�. 1 beam diagram load load case sub case Ra Rb Mux Mx Vux1 Vux2 gal,rad DI in Mux LL Vux1 LL 1 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.00 0.000 0.000 2 3 1 0.117 1.866 0.889 0.556 0.117 -0.553 -0.1273 0.00 0.889 0.117 3 1 1 0.900 2.233 6.857 4.286 0.900 -2.233 -0.8981 -59.49 6.857 0.900 4 1 3 2.135 0.998 7.790 4.869 2.135 -0.998 -1.2350 -64.06 7.790 2.135 DC 4 1.666 1.666 6.342 5.073 1.365 -1.406 -0.9140 -52.20 WS 4 0.400 0.400 1.522 1.015 0.328 -0.337 -0.2194 -12.53 EV 4 1.287 1.287 4.899 3.769 1.054 -1.086 -0.706 -40.3 Lane 4 0.487 0.487 1.855 1.855 0.399 -0.411 -0.2674 -15.27 (E) 30.155 21.422 6.299 7.025 15.536 3.152 -123.5 -120.3 11.712 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 12 of 69 Ae. Oldcastle Precast © 2018 ACI 318 load combinition 9-2. Use at rest soil pressure. ria water table between ceiling and floor cts h A • he hv • V hs v general equations wall A soil properties Y= 0.120 kcf yb= 0.0576 kcf Ys= 0.12 kcf o= 30.000 deg 0= 0.00 deg Ko= 0.500 lateral pressures SUR1 SUR2 SUR3 Poi Poi PWS 1.802 1.119 0.158 geometry hc= 2.500 ft hs= 2.250 ft hv= 7.500 ft h= 10 ft - right wall wa 0.174 0.000 0.000 0.150 0.000 0.000 0.324 live load surcharge wall ht wheel load heq wheel multiplier* heq x multiplier LS= 11.000 ft 16 kip 2.900 ft 1.00 2.9 ft 0.174 ksf surcharge Toads type SUR1 LL SUR2* 0.00 SUR3* 0.00 *multiplier -the actual wheel load/HL-93 truck wheel load (16.0 kip) wb1 wb2 wc LF wau wblu wb2u wcu 0.174 0.174 0.174 1.600 0.278 0.278 0.278 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.465 0.000 0.000 1.600 0.240 0.744 0.000 0.000 0.000 0.465 0.530 1.600 0.000 0.000 0.744 0.848 0.000 0.000 0.140 1.600 0.000 0.000 0.000 0.225 0.639 0.639 0.844 0.518 1.022 1.022 1.351 0.174 0.000 0.000 P Pu ave LF 4.196 6.714 1.6 wall B soil properties 7= 0.120 kcf 0.058 kcf 0.120 kcf 30.000 deg 0.000 deg 0.500 Ys Q= Ko= lateral pressures - left SUR1 SUR2 SUR3 Poi Poi PWS geometry left wall hc= 2.500 ft hs= 2.250 ft hv= 7.500 ft h= 10 live load surcharge wall ht wheel load heq wheel multiplier* heq x multiplier LS= 11.000 ft 16 kip 2.900 ft 1.00 2.9 ft 0.174 ksf *multiplier=the actual wheel load/HL-93 truck wheel Toad (16.0 kip) surcharge loads type SUR1 LL SUR2* 0.00 SUR3* 0.00 wa wb1 wb2 wc LF wau 0.174 0.174 0.174 0.174 1.600 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.802 0.150 0.465 0.000 0.000 1.600 0.240 1.119 0.000 0.000 0.465 0.530 1.600 0.000 0.158 0.000 0.000 0.000 0.140 1.600 0.000 0.324 0.639 0.639 0.844 0.518 wblu 0.278 0.000 0.000 0.744 0.000 0.000 1.022 wb2u wcu 0.278 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.744 0.848 0.000 0.225 1.022 1.351 0.174 0.000 0.000 P Pu ave LF 4.196 6.714 1.6 Oldcastle Precast® Date: 08/22/18 to 1.1 lateral soil pressure diagram �I heml rl EH 1 } WA EH WA } 114 EH WA Li right wall Wau= d= } Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 13 of 69 Oldcastle Precast © 2018 A �__.....� IM N 1 1U3 U) IWJ.J, J.,.J_ factored loading 0.518 k/ft wbu= 1.022 k/ft `Nal' 5.250 ft e= 2.250 ft L= R1 u R2u x Mux x2 Vux2 Mux2 kip kip ft k -ft ft kip k -ft 2.857 3.858 4.017 6.255 6.885 3.055 2.121 ful L left wall 1.4 NIU) F a1 .J .J. J. W 3 1.351 k/ft 7.500 ft 0.518 k/ft 1022 k/ft 1.351 k/ft d= 5.25 ft e= 2.25 ft L= 7.500 ft R1 u R2u x Mux x2 Vux2 Mux2 kip kip ft k -ft ft kip k -ft 2.857 3.858 4.017 6.255 6.885 3.055 2.121 r d EH WA e Wub Wua 1 W R1 R2I O!dcastfe Precast. Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 14 of 69 Oldcastle Precast © 2018 wall loading - ACI 318 Toad combinition 9-5. Use general wedge theory for soil pressure. wall 1 will be designed for the maximum soil cover, surcharge, and driving seismic loads APPE2 OPS, 7--- PPS Ty h he PAI 4PAE1 r hv. Pws � PP2� hs • • general equations driving side PA1=1/2KAy(h-hs)2 PA2=1/2hs(2KAY(h-hs)+(Kbybhs)) PW =1/2YWhs2 fal Lal APAE1=kh(Yh2/(2(tana-tan(3)) APAE2=kh(YS Y)hs2/(2tana) ▪ KA=((1-tan4cota)/(1+tan4tana))(tana/tana-tan(3) Kb= ((l-tan4cota)/(1+tan4tana))(1+tana/tana-tan(3)-1)Y/Yb) a=tan-' (c1+(c12+4c2)112)/2) cl =2 (tan4-kh)/(1 +khtan4) • c2=(tan4(1-tan4tan(3)-tant3+kh)/(tanO(1+khtand)) kal 7 Id 1 Id APAE2 resisting side PP1=1/2KPY(h-hs)2 PP2=1 /2hs(2KPy(h-hs)+(Kb'bhs)) PWS 1/2YWhs2 APPE1=kh(yh2/(2(tana-tan(3)) APPE2=kh(YS Y)hs2/(2tana) K=((1 +tan $ c of a) / (1 -tan Ota n a)) (ta n alta n a-ta n R ) Kh=((1 +tan4cota)/(1-tan4tana))(1 +(tana/tana-tan (3)-1)Y/Yb) a=tan-' (-c1+(c12+4c2)112)/2) wall A laoding - driving forces soil properties geometry live load surcharge 'Yb= YS R= kh= c1= c2= a= KA= Kb= SUR1 SUR2 SUR3 PA1= PAz tmi PWS 111 APAF1= APAE2 0.120 kcf 0.0576 kcf 0.12 kcf 30.000 deg 0 deg 0.298 0.478 0.414 42.766 deg 0.2450 0.2450 0.883 0.548 0.158 1.930 0.000 hc= hs= hv= h= d= e= wa 0.085 0.000 0.000 0.073 0.000 0.000 0.289 0.000 0.448 2.500 ft wall ht 2.250 ft wheel load 7.500 ft heq 10 ft wheel multiplier* 5.25 ft heq x multiplier 2.25 ft LS= wb1 0.085 0.000 0.000 0.228 0.000 0.000 0.087 0.000 0.400 wb2 0.085 0.000 0.000 0.000 0.228 0.000 0.087 0.000 0.400 we 0.085 0.000 0.000 0.000 0.260 0.140 0.000 0.000 0.485 LF 1.000 0.000 0.000 1.600 1.600 1.600 1.000 1.000 wau 0.085 0.000 0.000 0.118 0.000 0.000 0.289 0.000 0.492 11.000 ft 16 kip 2.900 ft 1.00 2.9 0.085 ksf wblu 0.085 0.000 0.000 0.365 0.000 0.000 0.087 0.000 0.537 wb2u 0.085 0.000 0.000 0.000 0.365 0.000 0.087 0.000 0.537 surcharge loads type SUR1 LL SUR2* 0.00 SUR3* 0.00 wcu 0.085 0.000 0.000 0.000 0.415 0.225 0.000 0.000 0.725 0.085 0.000 0.000 P Pu ave LF 3.222 4.120 1.28 rri Lai L. Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 15 of 69 Ar Oldcastle Precast © 2018 wall B - resisting forces due to the driving forces on wall 1 fq soil properties 7b - Ys= R= kh= cl= c2= a= KP= Kb= til led 6.1 Id Id 0.120 0.0576 0.12 30.000 0 0.298 0.478 0.414 24.097 3.088 3.088 geometry kcf hc= 2.500 ft kcf hs= 2.250 ft kcf hv= 7.500 ft deg h= 10 ft deg d= 5.25 ft e= 2.25 ft deg live load surcharge wall ht wheel load heq wheel multiplier* heq x multiplier LS= adjust maximum resisting forces to equal driving forces max seismic resisting forces LF 0.90 0.90 0.90 1.00 1.00 PP1= PP2= Pws= APPE1= APPE2= 11.130 6.913 0.158 -3.991 0.000 14.21 WEI adjustment factor= V 1 lateral pressures SUR1 SUR2 SUR3 PP1= PP2= Pws= APPE1- APPE2= 10.017 kip 6.221 kip 0.142 kip -3.991 kip 0.000 kip 12.389 kip driving forces LS1 LS2 LS3 5.112/12.389= 0.413 11.000 ft 16 kip 2.900 ft 1.00 2.9 ft 0.085 ksf 0.883 1.60 1.412 kip 0.548 1.60 0.877 kip 0.158 1.60 0.253 kip 1.930 1.00 1.930 kip 0.000 1.00 0.000 kip 0.639 1.00 0.639 kip 0.000 1.00 0.000 kip 0.000 1.00 0.000 kip ave LF 4.158 5.112 kip 1.23 wau wblu wb2u wcu 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.133 0.344 1.067 0.000 0.000 2.567 0.000 0.000 1.067 1.215 0.059 0.000 0.000 0.000 0.052 -1.647 -0.247 -0.074 -0.074 0.000 0.000 0.000 0.000 0.000 0.000 5.112 0.097 0.992 0.992 1.267 surcharge loads type SUR1 LL 0.085 SUR2* 0.00 0.000 SUR3* 0.00 0.000 WEI hal 1 Iil s.r 111 111 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 16 of 69 r Oldcastle Precast © 2018 pAE I Pws tPAE11 MAE2 PAE PWS APAE1 rPAE2,! PAE PWS OPAE1 AP AE2 right wall kmal 1111 6.1d= 7 6.1 R1u kip 1.944 left wall d= R1u kip 1.951 0.492 k/ft 0.537 k/ft 5.250 ft e= 2.250 ft R2u kip 2.176 x ft 3.824 Mux k -ft 3.757 x2 ft 6.885 Vux2 kip 1.746 0.097 k/ft 0.992 k/ft 5.25 ft e= 2.25 ft R2u kip 3.452 summary max Mu,k-ft max Vux2,kip Mux2 R1u= R2u= M,k-ft x ft 4.247 6.255 3.055 2.121 2.857 3.858 3.910 Mux k -ft 5.232 x2 ft 6.885 Vux2 kip 2.696 0.725 k/ft L= 7.500 ft Mux2 k -ft 1.204 1.267 k/ft L= 7.500 ft Mux2 k -ft 1.887 r d PAE 1 —+ Pws 71. APAE I IPAE IPA,s i APAE 0 AEL PAE ws 1 P APAE I -.44PAE1 1 e Wub Wua Wu tR1 R21 I ;.-' Ca: rTsi IE I 1 <:ii t 1 "� 'N i Q-.� ICL-' .J. ....I ,J CVI(`'' 1 H k-liIJ�YJ. d.r dl 0.492 k/ft 0.537 k/ft 5.250 ft e= 2.250 ft R2u kip 2.176 x ft 3.824 Mux k -ft 3.757 x2 ft 6.885 Vux2 kip 1.746 0.097 k/ft 0.992 k/ft 5.25 ft e= 2.25 ft R2u kip 3.452 summary max Mu,k-ft max Vux2,kip Mux2 R1u= R2u= M,k-ft x ft 4.247 6.255 3.055 2.121 2.857 3.858 3.910 Mux k -ft 5.232 x2 ft 6.885 Vux2 kip 2.696 0.725 k/ft L= 7.500 ft Mux2 k -ft 1.204 1.267 k/ft L= 7.500 ft Mux2 k -ft 1.887 r d PAE 1 —+ Pws 71. APAE I IPAE IPA,s i APAE 0 AEL PAE ws 1 P APAE I -.44PAE1 1 e Wub Wua Wu tR1 R21 kaNd ml WEI Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 17 of 69 Oldcastle Precast © 2018 ▪ external base analysis- maximum bending moment span,in 195.5 critical shear location Vu1,in Pi 1 st wheel location, xv,ft 12.867 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in l! kid 111 1 rig 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 9.974 wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 x -front 12.867 6.867 2.867 -3.133 loading x -back 10.033 4.033 0.033 -5.967 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.778 2 2.012 3 2.835 4 0.000 DC 1.666 rill WS 0.400 16, EV 1.287 Lane 0.487 E 9.464 R2u 2.356 1.121 0.298 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 7.615 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.792 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 6.592 kip R2 LF 5.436 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 691.8 'kip R,wall 2 4237.2; kip i 10.000 Toad wall 1 wall 2 water water slab do load • wall wall water pi water slab do 6.1 elastic foundation constants, variables and forces E,psi Cl C2 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 W w LF Wu wu a L -a Cal Ca2 ▪ 9464:41 10.500 185.000 2.766 -7.424 -4.44 5703.80 193250 2.250 0.034 1.000 0.07 52.000 1.20 62.400 15.000 180.500 2.699 -6.745 -3.49 -52.000 1.20 -62.400 191.000 4.500 0.067 1.000 0.13 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 1.000 0.298 0.022 0.002 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 0.000 0.000 0.000 C4 11.074 -0.241 0.022 -0.037 -0.001 -0.013 Mux 11510 -1058 1909.43 52.08 0.00 Ca11 85.936 9a 0.003 0.000 0.000 0.000 0.000 Mx 8016 -786 1591.19 43.40 0.00 0.000 0.000 0.000 0.000 1.000 Vux 2258 -210 388.359 10.334 0.000 0.000 0.000 0.000 0.000 0.149 Dux -0.2115 0.0204 -0.0406 -0.0010 -0.0125 0.149 0.149 0.149 0.149 0.149 Dx -0.1473 0.0151 -0.0338 -0.0008 -0.0104 12413 8865 2446.75 -0.2452 -0.1772 1.034 0.739 2.447 span 1 span 2 span 3 a�� b c patch a b c a b c a b c r �l� 1 10.033 2.833 2.362 0.000 0.000 0.000 0.000 0.000 0.000 f 2 4.033 2.833 8.362 0.000 0.000 0.000 0.000 0.000 0.000 3 0.033 2.833 12.362 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 patch R1u 1 0.778 2 2.012 3 2.835 4 0.000 DC 1.666 rill WS 0.400 16, EV 1.287 Lane 0.487 E 9.464 R2u 2.356 1.121 0.298 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 7.615 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.792 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 6.592 kip R2 LF 5.436 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 691.8 'kip R,wall 2 4237.2; kip i 10.000 Toad wall 1 wall 2 water water slab do load • wall wall water pi water slab do 6.1 elastic foundation constants, variables and forces E,psi Cl C2 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 W w LF Wu wu a L -a Cal Ca2 ▪ 9464:41 10.500 185.000 2.766 -7.424 -4.44 5703.80 193250 2.250 0.034 1.000 0.07 52.000 1.20 62.400 15.000 180.500 2.699 -6.745 -3.49 -52.000 1.20 -62.400 191.000 4.500 0.067 1.000 0.13 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 0.000 0.000 0.000 0.000 1.000 0.298 0.022 0.002 1.000 0.298 0.022 0.002 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 0.000 0.000 0.000 C4 11.074 -0.241 0.022 -0.037 -0.001 -0.013 Mux 11510 -1058 1909.43 52.08 0.00 Ca11 85.936 9a 0.003 0.000 0.000 0.000 0.000 Mx 8016 -786 1591.19 43.40 0.00 0.000 0.000 0.000 0.000 1.000 Vux 2258 -210 388.359 10.334 0.000 0.000 0.000 0.000 0.000 0.149 Dux -0.2115 0.0204 -0.0406 -0.0010 -0.0125 0.149 0.149 0.149 0.149 0.149 Dx -0.1473 0.0151 -0.0338 -0.0008 -0.0104 12413 8865 2446.75 -0.2452 -0.1772 1.034 0.739 2.447 rri Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 18 of 69 Oldcastle Precast © 2018 • external base analysi span,in 111 1 st wheel location, xv,ft 1 s - minimum bending moment 195.5 critical shear location Vul,in 18.805 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 107.725- uw wheel P1 P2 ▪ P3 P4 114 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 loading x -front x -back 18.805 15.972 12.805 9.972 8.805 5.972 2.805 -0.028 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch Rlu 1 0.000 2 0.790 Iq 3 1.613 4 2.817 Lai DC 1.666 IR WS 0.400 i.r EV 1.287 Lane 0.487 E 9.060 lml R2u 0.000 2.343 1.520 0.286 1.666 0.400 1.287 0.487 Rau 2.684 0.000 0.000 0.000 1.645 0.395 1.271 0.481 7.989 6.476 wall reactions R4u R5u 0.450 0.000 0.000 0.000 1.645 0.395 1.271 0.481 4.242 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 6.339 kip R2 LF 5.669 kip R3 LF 4.716 kip R4 LF 3.320 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 6338.8 :kip R,wall2 5192.6 kip h in 10.000 12 83.30 load W w LF wall 1 7 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 ▪ wall -0.104 2.505 wall -0.104 2.505 iar water -0.104 2.505 7 water -0.104 2.505 slab dc -0.104 2.505 W E,psi 5000000 Wu.wu 9059.67 7232.38 62.400 -62.400 12.500 F3 2.401 2.401 2.401 2.401 2.401 elastic foundation constants, variables and forces 1000 a 10.500 193250 15.000 191.000 0.000 F4 2.697 2.697 2.697 2.697 2.697 0.015 L -a 185.000 2.250 180.500 4.500 195.500 Fal C1 C2 2.9231 -9.1047 -7.0308 Cal Ca2 2.766 -7.424 -4.44 0.034 1.000 0.07 2.699 -6.745 -3.49 0.067 1.000 0.13 2.923 -9.105 -7.03 Fa2 Fa3 Fa4 0.264 0.000 0.390 0.000 -0.104 2.477 0.000 2.433 0.000 2.505 2.009 0.000 1.843 0.000 2.401 2.005 0.000 1.745 0.000 2.697 C3 C4 2.0098 11.074 Ca3 -0.231 0.028 3.17 -0.037 0.00 -0.001 2.01 -0.013 Fa5 Mux 0.610 0.000 1.104 -90023 -113752 9860.99 4416.48 0.00 Ca11 85.936 0.003 0.000 0.000 0.000 0.000 Mx -62986 -81670 8217.49 3680.40 0.00 1.000 0.000 1.000 0.000 1.000 Vux 1511 -1398 -172.230 54.285 0.000 1.454 0.000 1.386 0.000 1.611 Dux -0.0065 -0.0170 -0.0620 0.0007 -0.0125 1.611 1.611 1.611 1.611 1.611 Dx -0.0045 -0.0122 -0.0517 0.0006 -0.0104 -189497 -132758 -4.87 -0.0974 -0.0783 -15.791 -11.063 0.005 span 1 span 2 span 3 a b c patch a b c a b c a b c 1 �� I 1 0.000 0.000 0.000 0.743 2.833 11.466 0.000 0.000 0.000 2 9.972 2.833 2.424 0.000 0.000 0.000 0.000 0.000 0.000 3 5.972 2.833 6.424 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 2.805 12.424 0.000 0.000 0.000 0.000 0.000 0.000 patch Rlu 1 0.000 2 0.790 Iq 3 1.613 4 2.817 Lai DC 1.666 IR WS 0.400 i.r EV 1.287 Lane 0.487 E 9.060 lml R2u 0.000 2.343 1.520 0.286 1.666 0.400 1.287 0.487 Rau 2.684 0.000 0.000 0.000 1.645 0.395 1.271 0.481 7.989 6.476 wall reactions R4u R5u 0.450 0.000 0.000 0.000 1.645 0.395 1.271 0.481 4.242 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 6.339 kip R2 LF 5.669 kip R3 LF 4.716 kip R4 LF 3.320 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 6338.8 :kip R,wall2 5192.6 kip h in 10.000 12 83.30 load W w LF wall 1 7 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 ▪ wall -0.104 2.505 wall -0.104 2.505 iar water -0.104 2.505 7 water -0.104 2.505 slab dc -0.104 2.505 W E,psi 5000000 Wu.wu 9059.67 7232.38 62.400 -62.400 12.500 F3 2.401 2.401 2.401 2.401 2.401 elastic foundation constants, variables and forces 1000 a 10.500 193250 15.000 191.000 0.000 F4 2.697 2.697 2.697 2.697 2.697 0.015 L -a 185.000 2.250 180.500 4.500 195.500 Fal C1 C2 2.9231 -9.1047 -7.0308 Cal Ca2 2.766 -7.424 -4.44 0.034 1.000 0.07 2.699 -6.745 -3.49 0.067 1.000 0.13 2.923 -9.105 -7.03 Fa2 Fa3 Fa4 0.264 0.000 0.390 0.000 -0.104 2.477 0.000 2.433 0.000 2.505 2.009 0.000 1.843 0.000 2.401 2.005 0.000 1.745 0.000 2.697 C3 C4 2.0098 11.074 Ca3 -0.231 0.028 3.17 -0.037 0.00 -0.001 2.01 -0.013 Fa5 Mux 0.610 0.000 1.104 -90023 -113752 9860.99 4416.48 0.00 Ca11 85.936 0.003 0.000 0.000 0.000 0.000 Mx -62986 -81670 8217.49 3680.40 0.00 1.000 0.000 1.000 0.000 1.000 Vux 1511 -1398 -172.230 54.285 0.000 1.454 0.000 1.386 0.000 1.611 Dux -0.0065 -0.0170 -0.0620 0.0007 -0.0125 1.611 1.611 1.611 1.611 1.611 Dx -0.0045 -0.0122 -0.0517 0.0006 -0.0104 -189497 -132758 -4.87 -0.0974 -0.0783 -15.791 -11.063 0.005 rl ..r rill Otdcastte Precast. Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 19 of 69 Oldcastle Precast © 2018 external base analysis - maximum shear span,in 195.5 1 st wheel location, xv,ft 23.259 critical shear location Vu1,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 180.000 'ki.1 wheel P1 Rd P2 P3 P4 lA v 1111 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 x -front 23.259 17.259 13.259 7.259 loading x -back 20.426 14.426 10.426 4.426 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading ▪ patch R1u ▪ 1 0.000 2 0.023 3 0.697 4 1.931 DC 1.666 A WS 0.400 ,.r EV 1.287 Lane 0.487 u E 6.491 R2u 0.000 0.865 2.437 1.202 1.666 0.400 1.287 0.487 R3u 1.756 2.093 0.000 0.000 1.645 0.395 1.271 0.481 8.344 wall reactions R4u R5u 1.378 0.151 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.642 5.321 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.734 kip R2 LF 5.891 kip R3 LF 5.444 kip R4 LF 3.994 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 4733.6 'kip R,wall 2 5667.7 ` kip h.in 10.000 load wall 1 ▪ wall 2 water 52.000 water -52.000 slab dc 10.417 load F1 wall -6.671 wall -6.671 water -6.671 water -6.671 slab dc -6.671 IA V elastic foundation constants, variables and forces E,Dsi Cl C2 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 W w LF Wu wu a L -a Cal Ca2 6491.32 10.500 185.000 2.766 -7.424 -4.44 7992.51 193.250 2.250 0.034 1.000 0.07 62.400 15.000 180.500 2.699 -6.745 -3.49 -62.400 191.000 4.500 0.067 1.000 0.13 12.500 0.000 195.500 2.923 -9.105 -7.03 F3 F4 Fal Fa2 Fa3 Fa4 1.20 1.20 1.20 F2 -3.386 -3.386 -3.386 -3.386 -3.386 3.195 9.835 -5.210 -1.525 3.575 8.764 3.195 9.835 0.000 0.000 0.000 0.000 3.195 9.835 -4.636 -0.863 3.654 8.278 3.195 9.835 0.000 0.000 0.000 0.000 3.195 9.835 -6.671 -3.386 3.195 9.835 C3 C4 2.0098 11.074 Ca3 ria -0.166 0.030 3.17 -0.037 0.00 -0.001 2.01 -0.013 Fa5 Mux 5.636 0.000 7.671 -2703 -79972 398.67 2809.65 0.00 Ca11 85.936 as 0.002 0.000 0.000 0.000 0.000 Mx -1971 -56710 332.22 2341.37 0.00 1.000 0.000 1.000 0.000 1.000 Vux 340 4779 -50.347 -167.917 0.000 2.534 0.000 2.467 0.000 2.691 Dux 0.0203 -0.1819 -0.0655 0.0064 -0.0125 2.691 2.691 2.691 2.691 2.691 Dx 0.0148 -0.1290 -0.0546 0.0053 -0.0104 -79466 -56007 4901.52 -0.2331 -0.1738 -6.622 -4.667 4.902 span 1 span 2 span 3 ab c patch a b c a b c a b c r 14 Y • 1 0.000 0.000 0.000 5.196 2.833 7.012 0.000 0.000 0.000 2 14.426 0.804 0.000 0.000 2.030 13.012 0.000 0.000 0.000 3 10.426 2.833 1.970 0.000 0.000 0.000 0.000 0.000 0.000 4 4.426 2.833 7.970 0.000 0.000 0.000 0.000 0.000 0.000 ▪ patch R1u ▪ 1 0.000 2 0.023 3 0.697 4 1.931 DC 1.666 A WS 0.400 ,.r EV 1.287 Lane 0.487 u E 6.491 R2u 0.000 0.865 2.437 1.202 1.666 0.400 1.287 0.487 R3u 1.756 2.093 0.000 0.000 1.645 0.395 1.271 0.481 8.344 wall reactions R4u R5u 1.378 0.151 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.642 5.321 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.734 kip R2 LF 5.891 kip R3 LF 5.444 kip R4 LF 3.994 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 4733.6 'kip R,wall 2 5667.7 ` kip h.in 10.000 load wall 1 ▪ wall 2 water 52.000 water -52.000 slab dc 10.417 load F1 wall -6.671 wall -6.671 water -6.671 water -6.671 slab dc -6.671 IA V elastic foundation constants, variables and forces E,Dsi Cl C2 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 W w LF Wu wu a L -a Cal Ca2 6491.32 10.500 185.000 2.766 -7.424 -4.44 7992.51 193.250 2.250 0.034 1.000 0.07 62.400 15.000 180.500 2.699 -6.745 -3.49 -62.400 191.000 4.500 0.067 1.000 0.13 12.500 0.000 195.500 2.923 -9.105 -7.03 F3 F4 Fal Fa2 Fa3 Fa4 1.20 1.20 1.20 F2 -3.386 -3.386 -3.386 -3.386 -3.386 3.195 9.835 -5.210 -1.525 3.575 8.764 3.195 9.835 0.000 0.000 0.000 0.000 3.195 9.835 -4.636 -0.863 3.654 8.278 3.195 9.835 0.000 0.000 0.000 0.000 3.195 9.835 -6.671 -3.386 3.195 9.835 C3 C4 2.0098 11.074 Ca3 ria -0.166 0.030 3.17 -0.037 0.00 -0.001 2.01 -0.013 Fa5 Mux 5.636 0.000 7.671 -2703 -79972 398.67 2809.65 0.00 Ca11 85.936 as 0.002 0.000 0.000 0.000 0.000 Mx -1971 -56710 332.22 2341.37 0.00 1.000 0.000 1.000 0.000 1.000 Vux 340 4779 -50.347 -167.917 0.000 2.534 0.000 2.467 0.000 2.691 Dux 0.0203 -0.1819 -0.0655 0.0064 -0.0125 2.691 2.691 2.691 2.691 2.691 Dx 0.0148 -0.1290 -0.0546 0.0053 -0.0104 -79466 -56007 4901.52 -0.2331 -0.1738 -6.622 -4.667 4.902 �+I (I Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 20 of 69 Oldcastle Precast © 2018 external base analysi span,in 1 st wheel location, xv,ft s - maximum deflection 195.5 critical shear location Vu1,in 0.000 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 0.000 wheel P1 P2 P3 P4 loading a b w LF wu x -front x -back 2.833 3.167 0.691 1.6 1.106 0.000 -2.833 2.833 1.167 0.691 1.6 1.106 -6.000 -8.833 2.833 3.167 0.691 1.6 1.106 -10.000 -12.833 2.833 0.691 1.6 1.106 -16.000 -18.833 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading Lai span 1 span 2 span 3 • a ii. patch a b c a b c a b c 14c 14 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ▪ patch R1u 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 • WS 0.400 EV 1.287 Lane 0.487 E 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.840 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.792 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 3076.3 kip R,wall 2 i 3057.4 kip i x10.000 12 83.30 • load W w LF wall 1 wall 2 water 52.000 1.20 water -52.000 1.20 slab do 10.417 1.20 load F1 F2 wall 1.000 0.000 wall 1.000 0.000 water 1.000 0.000 water 1.000 0.000 slab dc 1.000 0.000 Pi 1.1 elastic foundation constants, variables and forces E,psi C1 C2 5000000 1000 0.015 2.9231 -9.1047 -7.0308 Wu wu a L -a Cal Ca2 3839.65 10.500 185.000 2.766 -7.424 -4.44 3816.02 193.250 2.250 0.034 1.000 0.07 62.400 ' 15.000 180.500 2.699 -6.745 -3.49 -62.400 191.000 4.500 0.067 1.000 0.13 12.500 0.000 195.500 2.923 -9.105 -7.03 F3 F4 Fal Fa2 Fa3 Fa4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 0.000 0.000 0.000 C4 11.074 a -0.098 0.015 -0.037 -0.001 -0.013 Mux 0 0 0.00 0.00 0.00 Ca11 85.936 0.001 0.000 0.000 0.000 0.000 Mx 0 0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 Vux 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dux -0.0980 0.0145 -0.0373 -0.0011 -0.0125 0.000 0.000 0.000 0.000 0.000 Dx -0.0785 0.0116 -0.0311 -0.0009 -0.0104 0 0 0.00 -0.1343 -0.1092 0.000 0.000 0.000 1 rig 1 !WI 6.1 rim Rai I4 yr Otdcastte Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 21 of 69 Oldcastle Precast © 2018 external base analysis- minimum deflection span,in ' 195.5 1 st wheel location, xv,ft 25.733 critical shear location Vul,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 194.503 wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 loading x -front x -back 25.733 22.900 19.733 16.900 15.733 12.900 9.733 6.900 Perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch Rlu 1 0.000 2 0.000 3 0.197 4 1.422 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 5.459 R2u 0.000 0.000 2.379 1.711 1.666 0.400 1.287 0.487 R3u 1.240 2.490 0.548 0.000 1.645 0.395 1.271 0.481 7.930 wall reactions R4u R5u 1.893 0.643 0.009 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 8.071 6.338 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.088 kip R2 LF 5.633 kip R3 LF 5.713 kip R4 LF 4.629 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 4088.3`' kip R,wall 2 5672.6 kip elastic foundation constants, variables and forces h.in E,psi Cl C2 l 10.000_ - 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 load W w LF Wu wu a L -a Cal Ca2 wall 1 5458.90 10.500 185.000 2.766 -7.424 -4.44 wall 8000.47 193.250 2.250 0.034 1.000 0.07 water 52.000 1.20 62.400 15.000 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 191.000 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 load F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 wall -8.940 -6.762 2.113 11.012 -7.271 -4.220 2.968 wall -8.940 -6.762 2.113 11.012 1.000 0.037 0.000 water -8.940 -6.762 2.113 11.012 -6.598 -3.287 3.220 aI water -8.940 -6.762 2.113 11.012 1.000 0.105 0.003 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.113 Lir 10.204 0.000 9.787 0.000 11.012 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 7.598 0.000 9.940 C4 11.074 y2 -0.139 0.030 -0.037 -0.001 -0.013 Mux -10 115 1.72 26.97 0.00 Ca11 85.936 9a 0.002 0.000 0.000 0.000 0.000 Mx -7 82 1.43 22.47 0.00 1.000 1.000 1.000 1.000 1.000 Vux 20 -231 -3.436 -54.113 0.000 2.751 0.019 2.684 0.052 2.908 Dux 0.0197 -0.2301 -0.0659 0.0081 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0147 -0.1631 -0.0549 0.0067 -0.0104 134 98 -268.82 -0.2807 -0.2070 0.011 0.008 0.269 span 1 span 2 span 3 ab c patch a b c a b c a b c r .I. 'I4 1 0.000 0.000 0.000 7.671 2.833 4.538 0.000 0.000 0.000 2 0.000 0.000 0.000 1.671 2.833 10.538 0.000 0.000 0.000 3 12.900 2.329 0.000 0.000 0.504 14.538 0.000 0.000 0.000 4 6.900 2.833 5.496 0.000 0.000 0.000 0.000 0.000 0.000 patch Rlu 1 0.000 2 0.000 3 0.197 4 1.422 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 5.459 R2u 0.000 0.000 2.379 1.711 1.666 0.400 1.287 0.487 R3u 1.240 2.490 0.548 0.000 1.645 0.395 1.271 0.481 7.930 wall reactions R4u R5u 1.893 0.643 0.009 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 8.071 6.338 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.088 kip R2 LF 5.633 kip R3 LF 5.713 kip R4 LF 4.629 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 4088.3`' kip R,wall 2 5672.6 kip elastic foundation constants, variables and forces h.in E,psi Cl C2 l 10.000_ - 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 load W w LF Wu wu a L -a Cal Ca2 wall 1 5458.90 10.500 185.000 2.766 -7.424 -4.44 wall 8000.47 193.250 2.250 0.034 1.000 0.07 water 52.000 1.20 62.400 15.000 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 191.000 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 load F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 wall -8.940 -6.762 2.113 11.012 -7.271 -4.220 2.968 wall -8.940 -6.762 2.113 11.012 1.000 0.037 0.000 water -8.940 -6.762 2.113 11.012 -6.598 -3.287 3.220 aI water -8.940 -6.762 2.113 11.012 1.000 0.105 0.003 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.113 Lir 10.204 0.000 9.787 0.000 11.012 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 7.598 0.000 9.940 C4 11.074 y2 -0.139 0.030 -0.037 -0.001 -0.013 Mux -10 115 1.72 26.97 0.00 Ca11 85.936 9a 0.002 0.000 0.000 0.000 0.000 Mx -7 82 1.43 22.47 0.00 1.000 1.000 1.000 1.000 1.000 Vux 20 -231 -3.436 -54.113 0.000 2.751 0.019 2.684 0.052 2.908 Dux 0.0197 -0.2301 -0.0659 0.0081 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0147 -0.1631 -0.0549 0.0067 -0.0104 134 98 -268.82 -0.2807 -0.2070 0.011 0.008 0.269 1I O!dcastf e Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 22 of 69 Oldcastle Precast © 2018 tq Lir internal base analysis- maximum bending moment span,in 185 critical shear location Vu1,in rill 1 st wheel location, xv,ft 23.754 critical shear location Vu2,in Lar critical shear location Vu3,in critical shear location Vu4,in tia 1# Lai 0.000 17.750 169.500 185.000 approx force calc increment, in 1.000 increment quan, ea 185 actual force calc increment, in 1.000 force calc location fxb,in 2.000' wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 loading x -front x -back 23.754 20.921 17.754 14.921 13.754 10.921 7.754 4.921 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.000 2 0.003 3 0.595 4 1.830 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 R2u 0.000 0.338 2.538 1.304 1.666 0.400 1.287 0.487 R3u 1.653 2.558 0.000 0.000 1.645 0.395 1.271 0.481 6.268 8.020 8.003 wall reactions R4u R5u 1.481 0.234 0.000 0.000 1.645 0.395 1.271 0.481 5.507 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.594 kip R2 LF 5.689 kip R3 LF 5.670 kip R4 LF 4.110 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 5679.4 kip R,wall2 3593.3 kip h,in 10.000 elastic foundation constants, variables and forces E,Dsi C1 C2 C3 C4 Ca11 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 2.9033 10.292 62.544 L_a Cal Ca2 Ca3 ga 182.750 2.732 -7.081 -3.95 -0.235 0.003 0.000 0.000 0.030 2.250 0.034 1.000 0.07 0.023 0.000 0.000 0.000 0.030 180.500 2.699 -6.745 -3.49 3.17 -0.054 0.000 0.000 0.000 0.030 4.500 0.067 1.000 0.13 0.00 -0.001 0.000 0.000 0.000 0.030 185.000 2.766 -7.424 -4.44 2.90 -0.013 0.000 1.000 0.030 0.030 Fal Fa2 Fa3 Fa4 Fa5 Mux Mx Vux Dux Dx 0.000 0.000 0.000 466 330 464 -0.2286 -0.1620 0.000 0.000 0.000 -45 -34 -45 0.0222 0.0170 0.000 0.000 0.000 0.000 108.47 90.39 108.547 -0.0544 -0.0453 0.000 0.000 0.000 0.000 2.69 2.25 2.687 -0.0013 -0.0011 1.000 0.060 0.001 0.000 0.00 0.00 0.000 -0.0125 -0.0104 Lai load W w LF Wu wu a wall 1 8011.35 2.250 wall 2 4673.54 182.750 water 52.000 1.20 62.400 4.500 water -52.000 1.20 -62.400 180.500 slab dc 10.417 1.20 12.500 0.000 load F1 F2 F3 F4 wall 1.000 0.060 0.001 0.000 wall 1.000 0.060 0.001 0.000 water 1.000 0.060 0.001 0.000 A water 1.000 0.060 0.001 0.000 slab dc 1.000 0.060 0.001 0.000 it I1 111 0.000 0.000 0.000 0.000 0.000 532 388 530.22 -0.2747 -0.2019 0.044 0.032 0.530 span 1 span 2 span 3 ab 14 e patch a b c a b c a b c is l• 1 0.000 0.000 0.000 5.691 2.833 6.517 0.000 0.000 0.000 2 14.921 0.309 0.000 0.000 2.525 12.517 0.000 0.000 0.000 3 10.921 2.833 1.475 0.000 0.000 0.000 0.000 0.000 0.000 4 4.921 2.833 7.475 0.000 0.000 0.000 0.000 0.000 0.000 patch R1u 1 0.000 2 0.003 3 0.595 4 1.830 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 R2u 0.000 0.338 2.538 1.304 1.666 0.400 1.287 0.487 R3u 1.653 2.558 0.000 0.000 1.645 0.395 1.271 0.481 6.268 8.020 8.003 wall reactions R4u R5u 1.481 0.234 0.000 0.000 1.645 0.395 1.271 0.481 5.507 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.594 kip R2 LF 5.689 kip R3 LF 5.670 kip R4 LF 4.110 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 5679.4 kip R,wall2 3593.3 kip h,in 10.000 elastic foundation constants, variables and forces E,Dsi C1 C2 C3 C4 Ca11 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 2.9033 10.292 62.544 L_a Cal Ca2 Ca3 ga 182.750 2.732 -7.081 -3.95 -0.235 0.003 0.000 0.000 0.030 2.250 0.034 1.000 0.07 0.023 0.000 0.000 0.000 0.030 180.500 2.699 -6.745 -3.49 3.17 -0.054 0.000 0.000 0.000 0.030 4.500 0.067 1.000 0.13 0.00 -0.001 0.000 0.000 0.000 0.030 185.000 2.766 -7.424 -4.44 2.90 -0.013 0.000 1.000 0.030 0.030 Fal Fa2 Fa3 Fa4 Fa5 Mux Mx Vux Dux Dx 0.000 0.000 0.000 466 330 464 -0.2286 -0.1620 0.000 0.000 0.000 -45 -34 -45 0.0222 0.0170 0.000 0.000 0.000 0.000 108.47 90.39 108.547 -0.0544 -0.0453 0.000 0.000 0.000 0.000 2.69 2.25 2.687 -0.0013 -0.0011 1.000 0.060 0.001 0.000 0.00 0.00 0.000 -0.0125 -0.0104 Lai load W w LF Wu wu a wall 1 8011.35 2.250 wall 2 4673.54 182.750 water 52.000 1.20 62.400 4.500 water -52.000 1.20 -62.400 180.500 slab dc 10.417 1.20 12.500 0.000 load F1 F2 F3 F4 wall 1.000 0.060 0.001 0.000 wall 1.000 0.060 0.001 0.000 water 1.000 0.060 0.001 0.000 A water 1.000 0.060 0.001 0.000 slab dc 1.000 0.060 0.001 0.000 it I1 111 0.000 0.000 0.000 0.000 0.000 532 388 530.22 -0.2747 -0.2019 0.044 0.032 0.530 O0tdct1ePast® r.i (1l Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 23 of 69 Oldcastle Precast © 2018 internal base analysis - span,in 1 st wheel location, xv,ft minimum bending moment 185 critical shear location Vu1,in 32.167 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 92.000' wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 loading x -front x -back 32.167 29.333 26.167 23.333 22.167 19.333 16.167 13.333 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.000 2 0.000 3 0.000 4 0.131 DC 1.666 111 WS 0.400 Lir EV 1.287 Lane 0.487 E 3.970 R2u 0.000 0.000 0.000 1.966 1.666 0.400 1.287 0.487 Rau 0.032 1.150 1.983 1.004 1.645 0.395 1.271 0.481 5.806 7.963 wall reactions R4u R5u 1.005 1.983 1.150 0.032 1.645 0.395 1.271 0.481 1.966 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.963 5.806 R6u 0.130 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.970 unfactored loads R1 LF 3.158 R2 LF 4.305 R3 LF 5.645 R4 LF 5.645 R5 LF 4.305 R6 LF 3.158 R,wall 1 4975 R,wall 2 4975 kip kip kip kip kip kip kip kip i 10.000 12 83.30 load W w LF wall 1 lul wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall 0.408 2.424 wall 0.408 2.424 water 0.408 2.424 water 0.408 2.424 slab dc 0.408 2.424 elastic foundation constants, variables and forces E,osi C1 C2 5000000 1000 0.015 2.7661 -7.4239 -4.4391 Wu wu a L -a Cal Ca2 6884.21 2.250 182.750 2.732 -7.081 -3.95 6884.20 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 -62.400 i ' 180.500 ' 4.500 0.067 1.000 0.13 12.500 0.000 185.000 2.766 -7.424 -4.44 F3 F4 Fal Fa2 Fa3 Fa4 1.817 1.706 0.464 2.395 1.736 1.586 1.817 1.706 0.000 0.000 0.000 0.000 1.817 1.706 0.515 2.362 1.656 1.472 1.817 1.706 0.000 0.000 0.000 0.000 1.817 1.706 0.408 2.424 1.817 1.706 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 0.485 0.000 0.592 C4 10.292 -0.202 0.033 -0.054 -0.001 -0.013 Mux -98198 -96730 4005.38 3945.52 0.00 Ca11 62.544 0.003 0.000 0.000 0.000 0.000 Mx -70964 -69903 3337.82 3287.93 0.00 1.000 0.000 1.000 0.000 1.000 Vux 1462 -1473 -59.626 60.086 0.000 1.342 0.000 1.308 0.000 1.376 Dux -0.0118 -0.0108 -0.0619 0.0004 -0.0125 1.376 1.376 1.376 1.376 1.376 Dx -0.0085 -0.0078 -0.0516 0.0004 -0.0104 -186977 -134242 -10.82 -0.0966 -0.0780 -15.581 -11.187 0.011 span 1 span 2 span 3 a�� b 114c patch a b c a b c a b c 1 0.000 0.000 0.000 14.104 0.938 0.000 0.000 1.896 13.333 2 0.000 0.000 0.000 8.104 2.833 4.104 0.000 0.000 0.000 3 0.000 0.000 0.000 4.104 2.833 8.104 0.000 0.000 0.000 4 13.333 1.896 0.000 0.000 0.937 14.104 0.000 0.000 0.000 patch R1u 1 0.000 2 0.000 3 0.000 4 0.131 DC 1.666 111 WS 0.400 Lir EV 1.287 Lane 0.487 E 3.970 R2u 0.000 0.000 0.000 1.966 1.666 0.400 1.287 0.487 Rau 0.032 1.150 1.983 1.004 1.645 0.395 1.271 0.481 5.806 7.963 wall reactions R4u R5u 1.005 1.983 1.150 0.032 1.645 0.395 1.271 0.481 1.966 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.963 5.806 R6u 0.130 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.970 unfactored loads R1 LF 3.158 R2 LF 4.305 R3 LF 5.645 R4 LF 5.645 R5 LF 4.305 R6 LF 3.158 R,wall 1 4975 R,wall 2 4975 kip kip kip kip kip kip kip kip i 10.000 12 83.30 load W w LF wall 1 lul wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall 0.408 2.424 wall 0.408 2.424 water 0.408 2.424 water 0.408 2.424 slab dc 0.408 2.424 elastic foundation constants, variables and forces E,osi C1 C2 5000000 1000 0.015 2.7661 -7.4239 -4.4391 Wu wu a L -a Cal Ca2 6884.21 2.250 182.750 2.732 -7.081 -3.95 6884.20 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 -62.400 i ' 180.500 ' 4.500 0.067 1.000 0.13 12.500 0.000 185.000 2.766 -7.424 -4.44 F3 F4 Fal Fa2 Fa3 Fa4 1.817 1.706 0.464 2.395 1.736 1.586 1.817 1.706 0.000 0.000 0.000 0.000 1.817 1.706 0.515 2.362 1.656 1.472 1.817 1.706 0.000 0.000 0.000 0.000 1.817 1.706 0.408 2.424 1.817 1.706 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 0.485 0.000 0.592 C4 10.292 -0.202 0.033 -0.054 -0.001 -0.013 Mux -98198 -96730 4005.38 3945.52 0.00 Ca11 62.544 0.003 0.000 0.000 0.000 0.000 Mx -70964 -69903 3337.82 3287.93 0.00 1.000 0.000 1.000 0.000 1.000 Vux 1462 -1473 -59.626 60.086 0.000 1.342 0.000 1.308 0.000 1.376 Dux -0.0118 -0.0108 -0.0619 0.0004 -0.0125 1.376 1.376 1.376 1.376 1.376 Dx -0.0085 -0.0078 -0.0516 0.0004 -0.0104 -186977 -134242 -10.82 -0.0966 -0.0780 -15.581 -11.187 0.011 W O!dcastfe Precast* ral 1 Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 24 of 69 Oldcastle Precast © 2018 internal base analysis - maximum shear span,in 185 • 1 st wheel location, xv,ft 38.600 1 rii critical shear location Vul,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 .169.500 wheel P1 P2 ▪ P3 P4 r rri Limo a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 loading x -front x -back 38.600 35.767 32.600 29.767 28.600 25.767 22.600 19.767 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch Rlu 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 Z 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.009 0.643 1.893 1.645 0.395 1.271 0.481 3.840 6.338 wall reactions R4u R5u 0.000 0.548 2.490 1.240 1.645 0.395 1.271 0.481 1.711 2.379 0.000 0.000 1.666 0.400 1.287 0.487 8.071 7.930 R6u 1.422 0.197 0.000 0.000 1.666 0.400 1.287 0.487 5.459 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 4.629 kip R4 LF 5.713 kip R5 LF 5.633 kip R6 LF 4.088 kip R,wall 1 3852.9 kip R,wall 2 5672.6 kip i �L10.000 Toad wall 1 • wall 2 `s1 water 52.000 water -52.000 PRI slab dc 10.417 load F1 • wall -5.210 wall -5.210 water -5.210 ria water -5.210 slab dc -5.210 elastic foundation constants, variables and forces E,psi C1 C2 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 W w LF Wu wu a L -a Cal Ca2 5088.82 2.250 182.750 2.732 -7.081 -3.95 8000.47 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 -62.400 ' 180.500 4.500 0.067 1.000 0.13 12.500 0.000 185.000 2.766 -7.424 -4.44 Lid 1.20 1.20 1.20 F2 -1.525 -1.525 -1.525 -1.525 -1.525 F3 3.575 3.575 3.575 3.575 3.575 F4 8.764 8.764 8.764 8.764 8.764 Fal Fa2 Fa3 Fa4 C3 C4 Call 2.9033 10.292 62.544 Ca3 ya ga -0.149 0.002 0.039 0.000 3.17 -0.054 0.000 0.00 -0.001 0.000 2.90 -0.013 0.000 Fa5 Mux Mx -4.919 -1.184 3.620 8.522 -2813 -2130 0.000 0.000 0.000 0.000 -79868 -56629 -4.636 -0.863 3.654 8.278 5.636 155.22 129.35 0.000 0.000 0.000 0.000 0.000 2803.19 2335.99 -5.210 -1.525 3.575 8.764 6.210 0.00 0.00 1.000 0.000 1.000 0.000 1.000 Vux 354 4761 -19.536 -167.100 0.000 2.501 0.000 2.467 0.000 2.534 Dux 0.0211 -0.1835 -0.0636 0.0064 -0.0125 2.534 2.534 2.534 2.534 2.534 Dx 0.0160 -0.1301 -0.0530 0.0054 -0.0104 -79722 -56294 4928.37 -0.2320 -0.1721 -6.644 -4.691 4.928 span 1 span 2 span 3 ab r I. patch a b c a b c a b c 1 0.000 0.000 0.000 0.000 0.000 0.000 5.496 2.833 6.900 2 0.000 0.000 0.000 14.537 0.504 0.000 0.000 2.329 12.900 3 0.000 0.000 0.000 10.537 2.833 1.671 0.000 0.000 0.000 4 0.000 0.000 0.000 4.537 2.833 7.671 0.000 0.000 0.000 patch Rlu 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 Z 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.009 0.643 1.893 1.645 0.395 1.271 0.481 3.840 6.338 wall reactions R4u R5u 0.000 0.548 2.490 1.240 1.645 0.395 1.271 0.481 1.711 2.379 0.000 0.000 1.666 0.400 1.287 0.487 8.071 7.930 R6u 1.422 0.197 0.000 0.000 1.666 0.400 1.287 0.487 5.459 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 4.629 kip R4 LF 5.713 kip R5 LF 5.633 kip R6 LF 4.088 kip R,wall 1 3852.9 kip R,wall 2 5672.6 kip i �L10.000 Toad wall 1 • wall 2 `s1 water 52.000 water -52.000 PRI slab dc 10.417 load F1 • wall -5.210 wall -5.210 water -5.210 ria water -5.210 slab dc -5.210 elastic foundation constants, variables and forces E,psi C1 C2 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 W w LF Wu wu a L -a Cal Ca2 5088.82 2.250 182.750 2.732 -7.081 -3.95 8000.47 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 -62.400 ' 180.500 4.500 0.067 1.000 0.13 12.500 0.000 185.000 2.766 -7.424 -4.44 Lid 1.20 1.20 1.20 F2 -1.525 -1.525 -1.525 -1.525 -1.525 F3 3.575 3.575 3.575 3.575 3.575 F4 8.764 8.764 8.764 8.764 8.764 Fal Fa2 Fa3 Fa4 C3 C4 Call 2.9033 10.292 62.544 Ca3 ya ga -0.149 0.002 0.039 0.000 3.17 -0.054 0.000 0.00 -0.001 0.000 2.90 -0.013 0.000 Fa5 Mux Mx -4.919 -1.184 3.620 8.522 -2813 -2130 0.000 0.000 0.000 0.000 -79868 -56629 -4.636 -0.863 3.654 8.278 5.636 155.22 129.35 0.000 0.000 0.000 0.000 0.000 2803.19 2335.99 -5.210 -1.525 3.575 8.764 6.210 0.00 0.00 1.000 0.000 1.000 0.000 1.000 Vux 354 4761 -19.536 -167.100 0.000 2.501 0.000 2.467 0.000 2.534 Dux 0.0211 -0.1835 -0.0636 0.0064 -0.0125 2.534 2.534 2.534 2.534 2.534 Dx 0.0160 -0.1301 -0.0530 0.0054 -0.0104 -79722 -56294 4928.37 -0.2320 -0.1721 -6.644 -4.691 4.928 Otdcastie Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 25 of 69 r Oldcastle Precast © 2018 174 1,1 internal base analysis - span,in M 1 st wheel location, xv,ft lad maximum deflection 185 critical shear location Vul,in 0.000 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 • -0.000• wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 loading x -front x -back 0.000 -2.833 -6.000 -8.833 -10.000 -12.833 -16.000 -18.833 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch Rlu 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 RI WS 0.400 ,..( EV 1.287 Lane 0.487 1 l.r 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.840 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.792 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 3057.4 kip R,wall 2 3057.4' kip i 10.000 ' 12 load W w wall 1 wall 2 water 52.000 water -52.000 slab dc 10.417 load F1 wall 1.000 wall 1.000 water 1.000 water 1.000 slab dc 1.000 E,psi 83.30 5000000 LF Wu wu 7 3816.02 3816.02 62.400 -62.400 12.500 F3 0.000 0.000 0.000 0.000 0.000 1.20 1.20 1.20 F2 0.000 0.000 0.000 0.000 0.000 elastic foundation con 1000 0.015 2.7661 a L -a 2.250 A 182.750 2.732 182.750 2.250 0.034 4.500 180.500 2.699 180.500`' 4.500 0.067 0.000 185.000 2.766 F4 Fal Fa2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 stants, variables and forces C1 e2 -7.4239 -4.4391 Cal Ca2 -7.081 1.000 -6.745 1.000 -3.95 0.07 -3.49 0.13 -7.424 -4.44 Fa3 Fa4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 0.000 0.000 0.000 C4 10.292 a -0.112 0.018 -0.054 -0.001 -0.013 Mux 0 0 0.00 0.00 0.00 Ca11 62.544 0.002 0.000 0.000 0.000 0.000 Mx 0 0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 Vux 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dux -0.1121 0.0184 -0.0542 -0.0014 -0.0125 0.000 0.000 0.000 0.000 0.000 Dx -0.0898 0.0148 -0.0451 -0.0011 -0.0104 0 0 0.00 -0.1617 -0.1317 0.000 0.000 0.000 span 1 span 2 span 3 a�� b c patch a b c a b c a b c r �I� 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 patch Rlu 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 RI WS 0.400 ,..( EV 1.287 Lane 0.487 1 l.r 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.840 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.792 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 3057.4 kip R,wall 2 3057.4' kip i 10.000 ' 12 load W w wall 1 wall 2 water 52.000 water -52.000 slab dc 10.417 load F1 wall 1.000 wall 1.000 water 1.000 water 1.000 slab dc 1.000 E,psi 83.30 5000000 LF Wu wu 7 3816.02 3816.02 62.400 -62.400 12.500 F3 0.000 0.000 0.000 0.000 0.000 1.20 1.20 1.20 F2 0.000 0.000 0.000 0.000 0.000 elastic foundation con 1000 0.015 2.7661 a L -a 2.250 A 182.750 2.732 182.750 2.250 0.034 4.500 180.500 2.699 180.500`' 4.500 0.067 0.000 185.000 2.766 F4 Fal Fa2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 stants, variables and forces C1 e2 -7.4239 -4.4391 Cal Ca2 -7.081 1.000 -6.745 1.000 -3.95 0.07 -3.49 0.13 -7.424 -4.44 Fa3 Fa4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 0.000 0.000 0.000 C4 10.292 a -0.112 0.018 -0.054 -0.001 -0.013 Mux 0 0 0.00 0.00 0.00 Ca11 62.544 0.002 0.000 0.000 0.000 0.000 Mx 0 0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 Vux 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dux -0.1121 0.0184 -0.0542 -0.0014 -0.0125 0.000 0.000 0.000 0.000 0.000 Dx -0.0898 0.0148 -0.0451 -0.0011 -0.0104 0 0 0.00 -0.1617 -0.1317 0.000 0.000 0.000 Lai Oldcastte Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 26 of 69 Oldcastle Precast © 2018 external base analysis- minimum deflection span,in rii 1 st wheel location, xv,ft 185 25.733 critical shear location Vu1,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 -194.503- 1.• 94.503 t wheel P1 • P2 Lir P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 0.691 0.691 0.691 0.691 LF 1.6 1.6 1.6 1.6 wu 1.106 1.106 1.106 1.106 x -front 25.733 19.733 15.733 9.733 loading x -back 22.900 16.900 12.900 6.900 Perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading ▪ patch R1u 1 0.000 2 0.000 ria 3 0.197 4 1.422 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 5.459 dr l R2u 0.000 0.000 2.379 1.711 1.666 0.400 1.287 0.487 7.930 R3u 1.240 2.490 0.548 0.000 1.645 0.395 1.271 0.481 8.071 wall reactions R4u R5u 1.893 0.643 0.009 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 6.338 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.088 kip R2 LF 5.633 kip R3 LF 5.713 kip R4 LF 4.629 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall1 5672:6 kip R,wall 2 3852:9 kip elastic foundation constants, variables and forces h.in E,psi C1 C2 10.000 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 load W w LF Wu wu a L -a Cal Ca2 wall 1 8000.47 2.250 182.750 2.732 -7.081 -3.95 wall 2 5088.82 182.750 2.250 0.034 1.000 0.07 water 52.000 1.20 62.400 4.500 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 180.500 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 185.000 2.766 -7.424 -4.44 Toad F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 wall -8.940 -6.762 2.113 11.012 -8.572 -6.173 wall -8.940 -6.762 2.113 11.012 1.000 0.351 water -8.940 -6.762 2.113 11.012 -8.209 -5.608 water -8.940 -6.762 2.113 11.012 1.000 0.419 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.330 0.031 2.528 0.044 2.113 10.863 0.004 10.699 0.006 11.012 C3 C4 Call 2.9033 10.292 62.544 Ca3 cLa -0.235 0.003 0.025 0.000 3.17 -0.054 0.000 0.00 -0.001 0.000 2.90 -0.013 0.000 Fa5 Mux Mx -1794 -1272 7051 5339 9.209 62.96 52.47 0.000 2428.41 2023.68 9.940 0.00 0.00 1.000 1.000 1.000 1.000 1.000 Vux -383 1516 13.435 509.311 0.000 2.875 0.176 2.841 0.209 2.908 Dux 0.0420 -0.1697 -0.0639 0.0094 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0297 -0.1285 -0.0532 0.0078 -0.0104 7749 6143 1656.08 -0.1948 -0.1546 0.646 0.512 1.656 span 1 span 2 span 3 ab c patch a b c a b c a b c r le 114 1 0.000 0.000 0.000 7.671 2.833 4.538 0.000 0.000 0.000 2 0.000 0.000 0.000 1.671 2.833 10.538 0.000 0.000 0.000 3 12.900 2.329 0.000 0.000 0.504 14.538 0.000 0.000 0.000 4 6.900 2.833 5.496 0.000 0.000 0.000 0.000 0.000 0.000 ▪ patch R1u 1 0.000 2 0.000 ria 3 0.197 4 1.422 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 5.459 dr l R2u 0.000 0.000 2.379 1.711 1.666 0.400 1.287 0.487 7.930 R3u 1.240 2.490 0.548 0.000 1.645 0.395 1.271 0.481 8.071 wall reactions R4u R5u 1.893 0.643 0.009 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 6.338 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.088 kip R2 LF 5.633 kip R3 LF 5.713 kip R4 LF 4.629 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall1 5672:6 kip R,wall 2 3852:9 kip elastic foundation constants, variables and forces h.in E,psi C1 C2 10.000 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 load W w LF Wu wu a L -a Cal Ca2 wall 1 8000.47 2.250 182.750 2.732 -7.081 -3.95 wall 2 5088.82 182.750 2.250 0.034 1.000 0.07 water 52.000 1.20 62.400 4.500 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 180.500 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 185.000 2.766 -7.424 -4.44 Toad F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 wall -8.940 -6.762 2.113 11.012 -8.572 -6.173 wall -8.940 -6.762 2.113 11.012 1.000 0.351 water -8.940 -6.762 2.113 11.012 -8.209 -5.608 water -8.940 -6.762 2.113 11.012 1.000 0.419 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.330 0.031 2.528 0.044 2.113 10.863 0.004 10.699 0.006 11.012 C3 C4 Call 2.9033 10.292 62.544 Ca3 cLa -0.235 0.003 0.025 0.000 3.17 -0.054 0.000 0.00 -0.001 0.000 2.90 -0.013 0.000 Fa5 Mux Mx -1794 -1272 7051 5339 9.209 62.96 52.47 0.000 2428.41 2023.68 9.940 0.00 0.00 1.000 1.000 1.000 1.000 1.000 Vux -383 1516 13.435 509.311 0.000 2.875 0.176 2.841 0.209 2.908 Dux 0.0420 -0.1697 -0.0639 0.0094 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0297 -0.1285 -0.0532 0.0078 -0.0104 7749 6143 1656.08 -0.1948 -0.1546 0.646 0.512 1.656 0 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 27 of 69 Oldcastle Precast © 2018 HL -93 tandem truck, less than 2.000 ft of soil + wearing surface, traffic perpendicular to span vault wheel loading total x, ft top analysis - maximum base design on single cell span,ft 1st wheel location,vx,ft max x dist for 1st top,ft increment quan,lst top,ea 64.333 approx vault wheel increment, ft increment quantity,ea actual wheel increment,ft pos. bending moment span length (max span) 15.417 critical shear location Vu1,ft 14.846 critical shear location Vu2,ft 34.063 69 0.500 130 0.495 1.375 14.042 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxt,in 1.000 184 0.0828 7.2835 wheel & bg w i Lf P1 2.833 3.167 1.080 1.6 P2 2.833 1.167 1.080 1.6 P3 2.833 3.167 1.080 1.6 P4 2.833 1.080 1.6 wu 1.728 1.728 1.728 1.728 x -front 14.846 8.846 4.846 -1.154 loading x -back 12.013 6.013 2.013 -3.987 perm DC WS EV Lane w LF wu 0.175 1.25 0.219 0.035 1.50 0.053 0.130 1.30 0.169 0.064 1.00 0.064 span 1 span 2 beam loading span 3 Patch 1 2 3 4 a b c 12.013 2.833 0.383 6.013 2.833 6.383 2.013 2.833 10.383 0.000 0.000 0.000 a�� b or 14 1 beam diagram load Toad cas( sub case Ra Rb Mux Mx Vux1 Vux2 oal,rad DI in 1 1 1 0.579 4.317 4.214 2.634 0.579 -2.927 -0.6206 -41.55 2 1 2 2.508 2.388 16.868 10.543 2.508 -2.388 -2.0062 0.00 3 1 3 3.793 1.103 8.967 5.604 3.793 -1.103 -1.6279 -77.12 4 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.00 DC 4 1.666 1.666 6.330 5.064 1.365 -1.406 -0.9140 -52.08 WS 4 0.400 0.400 1.519 1.013 0.328 -0.337 -0.2194 -12.50 EV 4 1.287 1.287 4.890 3.762 1.054 -1.086 -0.706 -40.2 Lane 4 0.487 0.487 1.852 1.852 0.399 -0.411 -0.2674 -15.24 44.641 30.471 10.026 9.659 11.690 Mux LL Vux1 LL 4.214 0.579 16.868 2.508 8.967 3.793 0.000 0.000 30.050 6.880 -118.7 -120.1 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 28 of 69 Oldcastle Precast © 2018 HL -93 tandem truck, Tess than 2.000 ft of soil + wearing surface, traffic perpendicular to span fel vault wheel loading „r total x, ft 64.333 approx vault wheel increment, ft increment quantity,ea actual wheel increment,ft top analysis - maximum shear base design on single cell span length (max span) span,ft 15.417 critical shear location Vu1,ft 1st wheel location,vx,ft 20.290 critical shear location Vu2,ft max x dist for 1st top,ft 34.063 increment quan,lst top,ea 69 0.500 130 0.495 1.375 14.042 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxt,in 1.000 184 0.0828 14.042 wheel g wU P1 2.833 3.167 1.080 1.6 P2 2.833 1.167 1.080 1.6 P3 2.833 3.167 1.080 1.6 P4 2.833 1.080 1.6 wu 1.728 1.728 1.728 1.728 x -front 20.290 14.290 10.290 4.290 loading x -back 17.456 11.456 7.456 1.456 perm DC WS EV Lane w LF wu 0.175 1.25 0.219 0.035 1.50 0.053 0.130 1.30 0.169 0.064 1.00 0.064 span 1 span 2 beam loading span 3 patch 1 2 3 4 a b 0.000 0.000 0.000 11.456 2.833 0.939 7.456 2.833 4.939 1.456 2.833 10.939 a b c 1 beam diagram load load cas( sub case Ra Rb Mux Mx Vux1 Vux2 aal,rad Dy 1 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.00 2 1 2 0.757 4.139 4.861 3.038 0.757 -3.710 -0.8042 0.00 3 1 3 2.043 2.853 3.922 2.451 2.043 -2.853 -1.8325 -28.81 4 1 3 3.972 0.924 1.270 0.794 3.972 -0.924 -1.4520 -13.72 DC 4 1.666 1.666 1.824 1.459 1.365 -1.406 -0.9140 -12.87 WS 4 0.400 0.400 0.438 0.292 0.328 -0.337 -0.2194 -3.09 EV 4 1.287 1.287 1.409 1.084 1.054 -1.086 -0.706 -9.9 Lane 4 0.487 0.487 0.534 0.534 0.399 -0.411 -0.2674 -3.77 Mux LL Vux1 LL 0.000 0.000 4.861 0.757 3.922 2.043 1.270 3.972 (E) 14.258 9.652 9.920 10.727 -42.5 -29.7 3.368 10.054 6.773 0 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 29 of 69 Oldcastle Precast © 2018 HL -93 tandem truck, Tess than 2.000 ft of soil + wearing surface, traffic perpendicular to span vault wheel loading total x, ft 64.333 approx vault wheel increment, ft increment quantity,ea actual wheel increment,ft top analysis - maximum deflection base design on single cell span length (max span) span,ft 15.417 critical shear location Vu1,ft 1st wheel location,vx,ft 22.269 critical shear location Vu2,ft max x dist for 1st top,ft 34.063 increment quan,lst top,ea 69 0.500 130 0.495 1.375 14.042 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxt,in 1.000 184 0.0828 7.6146 wheel apiUw i Lf P1 2.833 3.167 1.080 1.6 P2 2.833 1.167 1.080 1.6 P3 2.833 3.167 1.080 1.6 P4 2.833 1.080 1.6 wu 1.728 1.728 1.728 1.728 x -front 22.269 16.269 12.269 6.269 loading x -back 19.436 13.436 9.436 3.436 perm DC WS EV Lane w LF wu 0.175 1.25 0.219 0.035 1.50 0.053 0.130 1.30 0.169 0.064 1.00 0.064 span 1 span 2 beam loading span 3 patch 1 2 3 4 a b 0.000 0.000 13.436 1.793 9.436 2.833 3.436 2.833 c 0.000 0.000 2.960 8.960 a1. b 1114c f 1 beam diagram load load cas( sub case Ra Rb Mux Mx Vux1 Vux2 gal,rad Di 1 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.0000 0.00 2 3 1 0.182 2.916 1.389 0.868 0.182 -0.864 -0.1988 0.00 3 1 1 1.407 3.489 10.714 6.696 1.407 -3.489 -1.4033 -92.95 4 1 3 3.336 1.560 12.172 7.607 3.336 -1.560 -1.9297 -100.09 DC 4 1.666 1.666 6.342 5.073 1.365 -1.406 -0.9140 -52.20 WS 4 0.400 0.400 1.522 1.015 0.328 -0.337 -0.2194 -12.53 EV 4 1.287 1.287 4.899 3.769 1.054 -1.086 -0.706 -40.3 Lane 4 0.487 0.487 1.855 1.855 0.399 -0.411 -0.2674 -15.27 (E) 38.893 26.884 8.072 9.154 11.712 Mux LL Vux1 LL 0.000 0.000 1.389 0.182 10.714 1.407 12.172 3.336 24.275 4.925 -193.0 -120.3 Qrdcastfe Precast® Fri 1 MI water table Lai between ceiling and floor Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 30 of 69 Oldcastle Precast © 2018 ACI 318 Toad combinition 9-2. Use at rest soil pressure. lti u Lai r^I fil II 1 u SUR1 SUR2 SUR3 lul Poi Pot Pws he by Pol hs • v ws general equations wall A soil properties 0.120 kcf Yb= Ys 3= Ko= 0.0576 kcf 0.12 kcf 30.000 deg 0.00 deg 0.500 geometry hc= 2.500 ft hs= 2.250 ft hv= 7.500 ft h= 10 ft lateral pressures - right wall wa SUR1 0.174 SUR2 0.000 SUR3 0.000 Poi 1.802 0.150 pot 1.119 0.000 Pws 0.158 0.000 0.324 live Toad surcharge wall ht wheel load heq wheel multiplier* heq x multiplier LS= 11.000 ft 16 kip 2.900 ft 1.00 2.9 ft 0.174 ksf surcharge Toads type SUR1 LL SUR2* 0.00 SUR3* 0.00 *multiplier=the actual wheel Toad/HL-93 truck wheel load (16.0 kip) wb1 wb2 we LF wau wblu wb2u wcu 0.174 0.174 0.174 1.600 0.278 0.278 0.278 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.465 0.000 0.000 1.600 0.240 0.744 0.000 0.000 0.000 0.465 0.530 1.600 0.000 0.000 0.744 0.848 0.000 0.000 0.140 1.600 0.000 0.000 0.000 0.225 0.639 0.639 0.844 0.518 1.022 1.022 1.351 0.174 0.000 0.000 P Pu ave LF 4.196 6.714 1.6 wall B soil properties Y= 0.120 kcf 0.058 kcf 0.120 kcf 30.000 deg 0.000 deg 0.500 Yb - Ys= R= K= lateral pressures - left geometry left wall hc= 2.500 ft hs= 2.250 ft hv= 7.500 ft h= 10 live Toad surcharge wall ht wheel Toad heq wheel multiplier* heq x multiplier LS= 11.000 ft 16 kip 2.900 ft 1.00 2.9 ft 0.174 ksf surcharge loads type SUR1 LL SUR2* 0.00 SUR3* 0.00 *multiplier=the actual wheel load/HL-93 truck wheel Toad (16.0 kip) wa wb1 wb2 we LF wau wblu wb2u 0.174 0.174 0.174 0.174 1.600 0.278 0.278 0.278 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.802 0.150 0.465 0.000 0.000 1.600 0.240 0.744 0.000 1.119 0.000 0.000 0.465 0.530 1.600 0.000 0.000 0.744 0.158 0.000 0.000 0.000 0.140 1.600 0.000 0.000 0.000 0.324 0.639 0.639 0.844 0.518 1.022 1.022 0.174 0.000 0.000 wcu 0.278 0.000 0.000 0.000 0.848 0.225 P Pu ave LF 1.351 4.196 6.714 1.6 'i1 tat rul 6J 0 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 31 of 69 Oldcastle Precast © 2018 lateral soil pressure diagram IEH WA EH WA right wall Wau= d= 0.518 k/ft 5.250 ft A- • itEH • - • WA 0 EWAH H • • ' EH {WA =lin;n iin n'nlc`�ni = I�� Wbu e= factored loading 1.022 k/ft w 1.351 k/ft 2.250 ft L= 7.500 ft r� R1 u R2u x Mux x2 Vux2 Mux2 kip kip ft k -ft ft kip k -ft 2.857 3.858 4.017 6.255 6.885 3.055 2.121 lm left wall ILJ 0.518 k/ft 1.022 k/ft 1.351 k/ft d= 5.25 ft e= 2.25 ft L= 7.500 ft R1u R2u x Mux x2 Vux2 Mux2 kip kip ft k -ft ft kip k -ft 2.857 3.858 4.017 6.255 6.885 3.055 2.121 Iri v✓ RA lr r d e Wub Wua 1 W 1R1 R2 �I I Uri f11 lad 111 11 Ofdcastfe Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 32 of 69 Oldcastle Precast © 2018 wall loading - ACI 318 load combinition 9-5. Use general wedge theory for soil pressure. wall 1 will be designed for the maximum soil cover, surcharge, and driving seismic loads OPPE2 APPE7'•- 7-- PPS h he ' PM APAE1 - by P PP2 . hs . general equations driving side PA1=1/2KAy(h-hs)2 PA2=1 /2hs(2KAY(h-hs)+(Kb?bhs)) PWS 1/2YWhs2 APAE1=kh(yh2/(2(tana-tan (i)) Ind OPAE2=kh(7s Y)hs2/(2tana) KA=((1-tangcota)/(1 +tandtana))(tanaltana-tang) Kb=((1-tan4cota)/(1+tandtana))(1 +tanaltana-tani3)-1)Y/Yb) a=tan-' (c1+(c12+4c2)v2)/2) cl=2(tan4l-kh)/(1 +khtan4) c2=(tan4(1-tan4tan(3)-tang+kh)/(tan0(1 +khtan4)) APAE2 resisting side PP1=1/2KPy(h-hs)2 PP2=1 /2hs(2Kpy(h-hs)+(Kbybhs)) PWS 1/2y hs2 OPPE,=kh(yh2/(2(tana-tan(3)) APPE2=kh(ys Y)hs2/(2tana) KP=((1+tanOcota)/(1-tanptana))(tana/tana-tan(i) Kh=((1 +tan4cota)/(1-tan4tana))(1 +(tana/tana-tang)-1)Y/Yb) a=tan-' (-c,+(c12+4c2)112)/2) w wall A laoding - driving forces Li, soil properties geometry live load surcharge 0.120 kcf he= 2.500 ft wall ht ful 0.0576 kcf hs= 2.250 ft wheel load 0.12 kcf hv= 7.500 ft heq 30.000 deg h= 10 ft wheel multiplier* 0 deg d= 5.25 ft heq x multiplier 0.298 e= 2.25 ft LS= Y= Yb= Y5 0= R= kh= c1= c2= a= KA= Kb= 0.478 0.414 '.1 42.766 deg 0.2450 0.2450 SUR1 SUR2 SUR3 PA,= PA2= PWS OPAF,= OPAE2= 0.883 0.548 0.158 1.930 0.000 wa 0.085 0.000 0.000 0.073 0.000 0.000 0.289 0.000 0.448 wb1 0.085 0.000 0.000 0.228 0.000 0.000 0.087 0.000 0.400 wb2 0.085 0.000 0.000 0.000 0.228 0.000 0.087 0.000 0.400 we 0.085 0.000 0.000 0.000 0.260 0.140 0.000 LF 1.000 0.000 0.000 1.600 1.600 1.600 1.000 0.000 1.000 0.485 wau 0.085 0.000 0.000 0.118 0.000 0.000 0.289 0.000 0.492 11.000 ft 16 kip 2.900 ft 1.00 2.9 0.085 ksf wb1 u 0.085 0.000 0.000 0.365 0.000 0.000 0.087 0.000 0.537 wb2u 0.085 0.000 0.000 0.000 0.365 0.000 0.087 0.000 0.537 surcharge loads type SUR1 LL SUR2* 0.00 SUR3* 0.00 wcu 0.085 0.000 0.000 0.000 0.415 0.225 0.000 0.000 0.725 0.085 0.000 0.000 P Pu ave LF 3.222 4.120 1.28 9, 0 O0tdcasttect* Lai Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 33 of 69 Oldcastle Precast © 2018 wall B - resisting forces due to the driving forces on wall 1 soil properties Lai Y= Yb= Ys 114 kh= 'oml c1= c2= cc= KP= Kb= 0.120 kcf 0.0576 kcf 0.12 kcf 30.000 deg 0 deg 0.298 0.478 0.414 24.097 deg 3.088 3.088 geometry hc= hs= hv= h= d= e= 2.500 ft 2.250 ft 7.500 ft 10 ft 5.25 ft 2.25 ft live Toad surcharge wall ht wheel load heq wheel multiplier* heq x multiplier LS= adjust maximum resisting forces to equal driving forces max seismic resisting forces LF 11.130 0.90 6.913 0.90 0.158 0.90 �PPE1= -3.991 1.00 ' OPPE2= 0.000 1.00 14.21 PP1= PP2= PWS 1 1 10.017 kip 6.221 kip 0.142 kip -3.991 kip 0.000 kip 12.389 kip driving forces LS1 LS2 LS3 adjustment factor= 5.112/12.389= 0.413 lateral pressures Lir SUR1 SUR2 SUR3 PP1= PP2= PWS APPE1- APPE2= Lai 11.000 ft 16 kip 2.900 ft 1.00 2.9 ft 0.085 ksf 0.883 1.60 1.412 kip 0.548 1.60 0.877 kip 0.158 1.60 0.253 kip 1.930 1.00 1.930 kip 0.000 1.00 0.000 kip 0.639 1.00 0.639 kip 0.000 1.00 0.000 kip 0.000 1.00 0.000 kip ave LF 4.158 5.112 kip 1.23 wau wblu wb2u wcu 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.133 0.344 1.067 0.000 0.000 2.567 0.000 0.000 1.067 1.215 0.059 0.000 0.000 0.000 0.052 -1.647 -0.247 -0.074 -0.074 0.000 0.000 0.000 0.000 0.000 0.000 5.112 0.097 0.992 0.992 1.267 surcharge Toads type SUR1 LL 0.085 SUR2* 0.00 0.000 SUR3* 0.00 0.000 Er lad Rai u Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 34 of 69 Oldcastle Precast © 2018 PAE PWS 1 i0PAE1 ,APAE21.._ _J —� PAE I P`"S— PAE1+ _ 'APAE2_ IPS TT 1 Pws � PAE1 APAE2 11 right wall d I11 CL 4I .t•Iw t+]N • .0., 141 ;Jf;JJIJ3 0.492 k/ft 0.537 k/ft 5.250 ft e= 2.250 ft 1 N. N N. . ;CL., 10-J 0.725 k/ft L= 7.500 ft pri R1 u R2u x Mux x2 Vux2 Mux2 kip kip ft k -ft ft kip k -ft 1.944 2.176 3.824 3.757 6.885 1.746 1.204 11 Lmi left wall i.r 0.097 k/ft d= 5.25 ft e= R1u kip 1.951 R2u kip 3.452 summary max Mu,k-ft max Vux2,kip Mux2 R1u= R2u= M,k-ft x Mux ft k -ft 4.247 5.232 6.255 3.055 2.121 2.857 3.858 3.910 0.992 k/ft 2.25 ft L= x2 Vux2 Mux2 ft kip k -ft 6.885 2.696 1.887 1.267 k/ft 7.500 ft d 'APAE Pw 1 AE Z1 Psi �. f_AEPws e Wub Wua 1 W tR1 R2t TI 1 Iram kid fA Oldcastte Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 35 of 69 Oldcastle Precast © 2018 external base analysis- maximum span,in 1 st wheel location, xv,ft bending moment 195.5 12.867 critical shear location Vul,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 9.974 i- wheel P1 P2 P3 P4 r1 Imo a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 12.867 10.033 6.867 4.033 2.867 0.033 -3.133 -5.967 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch Rlu 1 1.215 2 3.144 Its 3 4.430 _ 4 0.000 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 12.628 1 R2 u 3.681 1.752 0.466 0.000 1.666 0.400 1.287 0.487 9.739 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.792 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored Toads R1 LF 8.569 kip R2 LF 6.763 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 8569.2 kip R,wall2 4900.9 kip elastic foundation constants, variables and forces C1 C2 0.015 2.9231 -9.1047 -7.0308 L -a Ca1 Ca2 185.000 2.766 -7.424 -4.44 2.250 0.034 1.000 0.07 180.500 2.699 -6.745 -3.49 4.500 0.067 1.000 0.13 195.500 2.923 -9.105 -7.03 Fa1 Fa2 Fa3 Fa4 h,in E,Dsi 710:000 12 83.30 5000000 1000 load W w LF Wu wu_ a wall 1 12628.34 10.500 wall 2 6765.67 193.250 water 52.000 1.20 62.400 15.000 water -52.000 1.20 -62.400 191.000' slab dc 10.417 1.20 12.500 0.000 load F1 F2 F3 F4 rai wall 1.000 0.298 0.022 0.002 0.000 wall 1.000 0.298 0.022 0.002 0.000 water 1.000 0.298 0.022 0.002 0.000 !q water 1.000 0.298 0.022 0.002 0.000 slab dc 1.000 0.298 0.022 0.002 1.000 1 0.000 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.000 0.022 0.000 0.000 0.000 0.000 0.002 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 0.000 0.000 0.000 C4 11.074 -0.322 0.026 -0.037 -0.001 -0.013 Mux 15358 -1255 1909.43 52.08 0.00 Ca11 85.936 0.004 0.000 0.000 0.000 0.000 Mx 10421 -909 1591.19 43.40 0.00 0.000 0.000 0.000 0.000 1.000 Vux 3013 -249 388.359 10.334 0.000 0.000 0.000 0.000 0.000 0.149 Dux -0.2821 0.0242 -0.0406 -0.0010 -0.0125 0.149 0.149 0.149 0.149 0.149 DX -0.1915 0.0175 -0.0338 -0.0008 -0.0104 16064 11147 3162.50 -0.3121 -0.2190 1.339 0.929 3.162 span 1 span 2 span 3 ab c patch a b c a b c a b c 14 14 • 1 10.033 2.833 2.362 0.000 0.000 0.000 0.000 0.000 0.000 I 2 4.033 2.833 8.362 0.000 0.000 0.000 0.000 0.000 0.000 3 0.033 2.833 12.362 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 patch Rlu 1 1.215 2 3.144 Its 3 4.430 _ 4 0.000 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 12.628 1 R2 u 3.681 1.752 0.466 0.000 1.666 0.400 1.287 0.487 9.739 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.792 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored Toads R1 LF 8.569 kip R2 LF 6.763 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 8569.2 kip R,wall2 4900.9 kip elastic foundation constants, variables and forces C1 C2 0.015 2.9231 -9.1047 -7.0308 L -a Ca1 Ca2 185.000 2.766 -7.424 -4.44 2.250 0.034 1.000 0.07 180.500 2.699 -6.745 -3.49 4.500 0.067 1.000 0.13 195.500 2.923 -9.105 -7.03 Fa1 Fa2 Fa3 Fa4 h,in E,Dsi 710:000 12 83.30 5000000 1000 load W w LF Wu wu_ a wall 1 12628.34 10.500 wall 2 6765.67 193.250 water 52.000 1.20 62.400 15.000 water -52.000 1.20 -62.400 191.000' slab dc 10.417 1.20 12.500 0.000 load F1 F2 F3 F4 rai wall 1.000 0.298 0.022 0.002 0.000 wall 1.000 0.298 0.022 0.002 0.000 water 1.000 0.298 0.022 0.002 0.000 !q water 1.000 0.298 0.022 0.002 0.000 slab dc 1.000 0.298 0.022 0.002 1.000 1 0.000 0.000 0.000 0.000 0.298 0.000 0.000 0.000 0.000 0.022 0.000 0.000 0.000 0.000 0.002 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 0.000 0.000 0.000 C4 11.074 -0.322 0.026 -0.037 -0.001 -0.013 Mux 15358 -1255 1909.43 52.08 0.00 Ca11 85.936 0.004 0.000 0.000 0.000 0.000 Mx 10421 -909 1591.19 43.40 0.00 0.000 0.000 0.000 0.000 1.000 Vux 3013 -249 388.359 10.334 0.000 0.000 0.000 0.000 0.000 0.149 Dux -0.2821 0.0242 -0.0406 -0.0010 -0.0125 0.149 0.149 0.149 0.149 0.149 DX -0.1915 0.0175 -0.0338 -0.0008 -0.0104 16064 11147 3162.50 -0.3121 -0.2190 1.339 0.929 3.162 rra rrl Oldcastle Precast® LAW Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 36 of 69 Oldcastle Precast © 2018 • external base analysis span,in (11 1 st wheel location, xv,ft ril - minimum bending moment 195.5 critical shear location Vu1,in 18.805 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 107.725. wheel P1 P2 • P3 P4 111 1 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 18.805 15.972 12.805 9.972 8.805 5.972 2.805 -0.028 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.000 2 1.235 3 2.521 4 4.401 DC 1.666 WS 0.400 ▪ EV 1.287 Lane 0.487 11.996 1111 1 R2u 0.000 3.661 2.375 0.446 1.666 0.400 1.287 0.487 R3u 4.193 0.000 0.000 0.000 1.645 0.395 1.271 0.481 10.323 7.986 wall reactions R4u R5u 0.703 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 4.495 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 8.174 kip R2 LF 7.128 kip R3 LF 5.659 kip R4 LF 3.478 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 8174 -kip R,wall 2 6393.6 kip i L 10.000 12 83.30 load W w LF wall 1 wall 2 u' water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall -0.104 2.505 wall -0.104 2.505 water -0.104 2.505 water -0.104 2.505 slab dc -0.104 2.505 elastic foundation constants, variables and forces E,Dsi C1 C2 C3 5000000 1000 0.015 2.9231 -9.1047 -7.0308 2.0098 Wu wu a L -a Cal Ca2 Ca3 11995.93 10.500 185.000 2.766 4.424 -4.44 9154.09 193.250 2.250 0.034 1.000 0.07 62.400 15.000 180.500 2.699 -6.745 -3.49 3.17 -62.400 i 191.000 4.500 0.067 1.000 0.13 0.00 12.500 0.000 195.500 2.923 -9.105 -7.03 2.01 F3 F4 Fal Fa2 Fa3 Fa4 Fa5 2.401 2.697 0.264 2.477 2.009 2.005 2.401 2.697 0.000 0.000 0.000 0.000 2.401 2.697 0.390 2.433 1.843 1.745 2.401 2.697 0.000 0.000 0.000 0.000 2.401 2.697 -0.104 2.505 2.401 2.697 0.610 0.000 1.104 C4 11.074 -0.306 0.035 -0.037 -0.001 -0.013 Mux -119199 -143977 9860.99 4416.48 0.00 Ca11 85.936 0.004 0.000 0.000 0.000 0.000 Mx -81222 -100561 8217.49 3680.40 0.00 1.000 0.000 1.000 0.000 1.000 Vux 2001 -1770 -172.230 54.285 0.000 1.454 0.000 1.386 0.000 1.611 Dux -0.0086 -0.0216 -0.0620 0.0007 -0.0125 1.611 1.611 1.611 1.611 1.611 Dx -0.0058 -0.0151 -0.0517 0.0006 -0.0104 -248899 -169884 113.42 -0.1040 -0.0825 -20.742 -14.157 0.113 span 1 span 2 span 3 a r 110 b114c patch a b c a b c a b c 1 0.000 0.000 0.000 0.743 2.833 11.466 0.000 0.000 0.000 2 9.972 2.833 2.424 0.000 0.000 0.000 0.000 0.000 0.000 3 5.972 2.833 6.424 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 2.805 12.424 0.000 0.000 0.000 0.000 0.000 0.000 patch R1u 1 0.000 2 1.235 3 2.521 4 4.401 DC 1.666 WS 0.400 ▪ EV 1.287 Lane 0.487 11.996 1111 1 R2u 0.000 3.661 2.375 0.446 1.666 0.400 1.287 0.487 R3u 4.193 0.000 0.000 0.000 1.645 0.395 1.271 0.481 10.323 7.986 wall reactions R4u R5u 0.703 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 4.495 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 8.174 kip R2 LF 7.128 kip R3 LF 5.659 kip R4 LF 3.478 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 8174 -kip R,wall 2 6393.6 kip i L 10.000 12 83.30 load W w LF wall 1 wall 2 u' water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall -0.104 2.505 wall -0.104 2.505 water -0.104 2.505 water -0.104 2.505 slab dc -0.104 2.505 elastic foundation constants, variables and forces E,Dsi C1 C2 C3 5000000 1000 0.015 2.9231 -9.1047 -7.0308 2.0098 Wu wu a L -a Cal Ca2 Ca3 11995.93 10.500 185.000 2.766 4.424 -4.44 9154.09 193.250 2.250 0.034 1.000 0.07 62.400 15.000 180.500 2.699 -6.745 -3.49 3.17 -62.400 i 191.000 4.500 0.067 1.000 0.13 0.00 12.500 0.000 195.500 2.923 -9.105 -7.03 2.01 F3 F4 Fal Fa2 Fa3 Fa4 Fa5 2.401 2.697 0.264 2.477 2.009 2.005 2.401 2.697 0.000 0.000 0.000 0.000 2.401 2.697 0.390 2.433 1.843 1.745 2.401 2.697 0.000 0.000 0.000 0.000 2.401 2.697 -0.104 2.505 2.401 2.697 0.610 0.000 1.104 C4 11.074 -0.306 0.035 -0.037 -0.001 -0.013 Mux -119199 -143977 9860.99 4416.48 0.00 Ca11 85.936 0.004 0.000 0.000 0.000 0.000 Mx -81222 -100561 8217.49 3680.40 0.00 1.000 0.000 1.000 0.000 1.000 Vux 2001 -1770 -172.230 54.285 0.000 1.454 0.000 1.386 0.000 1.611 Dux -0.0086 -0.0216 -0.0620 0.0007 -0.0125 1.611 1.611 1.611 1.611 1.611 Dx -0.0058 -0.0151 -0.0517 0.0006 -0.0104 -248899 -169884 113.42 -0.1040 -0.0825 -20.742 -14.157 0.113 z1 11 leaml Oldcastfe Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 37 of 69 Ar Oldcastle Precast © 2018 6.1 external base analysis - maximum shear span,in 195.5 RA 1 st wheel location, xv,ft 23.259 J critical shear location Vul,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in '0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 180.000 6.1 wheel P1 P2 hod P3 P4 kmd a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 23.259 20.426 17.259 14.426 13.259 10.426 7.259 4.426 Perm DC WS. EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch Rlu 1 0.000 2 0.037 3 1.089 4 3.018 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 14 E 7.983 R2u 0.000 1.352 3.807 1.878 1.666 0.400 1.287 0.487 R3u 2.743 3.271 0.000 0.000 1.645 0.395 1.271 0.481 10.877 wall reactions R4u R5u 2.153 0.237 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 9.807 6.182 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 5.666 kip R2 LF 7.475 kip R3 LF 6.797 kip R4 LF 4.532 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 5665.8 kip R,wall 2 7136 kip in r X1.0:000. ww load wall 1 wall 2 water water slab do load wall wall water xi water wm slab dc rmi 11 elastic foundation constants, variables and forces E,Dsi Cl C2 C3 C4 Call 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 2.0098 11.074 85.936 W w LF Wu wu a _ L_a Cal Ca2 Ca3 Ya cLa 7982.89 10.500 185.000 2.766 -7.424 -4.44 -0.204 0.003 1.000 2.534 2.691 i10341.79 193.250 2.250 0.034 1.000 0.07 0.039 0.000 0.000 0.000 2.691 52.000 120 62.400 15.000 180.500 2.699 -6.745 -3.49 3.17 -0.037 0.000 1.000 2.467 2.691 -52.000 1.20 -62.400 191.000 '' 4.500 0.067 1.000 0.13 0.00 -0.001 0.000 0.000 0.000 2.691 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 2.01 -0.013 0.000 1.000 2.691 2.691 F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 Fa5 Mux Mx Vux Dux Dx -6.671 -3.386 3.195 9.835 -5.210 -1.525 3.575 8.764 -3324 -2359 418 0.0250 0.0177 -6.671 -3.386 3.195 9.835 0.000 0.000 0.000 0.000 -103479 -71402 6184 -0.2353 -0.1624 -6.671 -3.386 3.195 9.835 -4.636 -0.863 3.654 8.278 5.636 398.67 332.22 -50.347 -0.0655 -0.0546 -6.671 -3.386 3.195 9.835 0.000 0.000 0.000 0.000 0.000 2809.65 2341.37 -167.917 0.0064 0.0053 -6.671 -3.386 3.195 9.835 -6.671 -3.386 3.195 9.835 7.671 0.00 0.00 0.000 -0.0125 -0.0104 -103594 -71087 6384.57 -0.2819 -0.2043 -8.633 -5.924 6.385 span 1 span 2 span 3 ab e 14 patch a b c a b c a b c 1 0.000 0.000 0.000 5.196 2.833 7.012 0.000 0.000 0.000 2 14.426 0.804 0.000 0.000 2.030 13.012 0.000 0.000 0.000 3 10.426 2.833 1.970 0.000 0.000 0.000 0.000 0.000 0.000 4 4.426 2.833 7.970 0.000 0.000 0.000 0.000 0.000 0.000 patch Rlu 1 0.000 2 0.037 3 1.089 4 3.018 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 14 E 7.983 R2u 0.000 1.352 3.807 1.878 1.666 0.400 1.287 0.487 R3u 2.743 3.271 0.000 0.000 1.645 0.395 1.271 0.481 10.877 wall reactions R4u R5u 2.153 0.237 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 9.807 6.182 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 5.666 kip R2 LF 7.475 kip R3 LF 6.797 kip R4 LF 4.532 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 5665.8 kip R,wall 2 7136 kip in r X1.0:000. ww load wall 1 wall 2 water water slab do load wall wall water xi water wm slab dc rmi 11 elastic foundation constants, variables and forces E,Dsi Cl C2 C3 C4 Call 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 2.0098 11.074 85.936 W w LF Wu wu a _ L_a Cal Ca2 Ca3 Ya cLa 7982.89 10.500 185.000 2.766 -7.424 -4.44 -0.204 0.003 1.000 2.534 2.691 i10341.79 193.250 2.250 0.034 1.000 0.07 0.039 0.000 0.000 0.000 2.691 52.000 120 62.400 15.000 180.500 2.699 -6.745 -3.49 3.17 -0.037 0.000 1.000 2.467 2.691 -52.000 1.20 -62.400 191.000 '' 4.500 0.067 1.000 0.13 0.00 -0.001 0.000 0.000 0.000 2.691 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 2.01 -0.013 0.000 1.000 2.691 2.691 F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 Fa5 Mux Mx Vux Dux Dx -6.671 -3.386 3.195 9.835 -5.210 -1.525 3.575 8.764 -3324 -2359 418 0.0250 0.0177 -6.671 -3.386 3.195 9.835 0.000 0.000 0.000 0.000 -103479 -71402 6184 -0.2353 -0.1624 -6.671 -3.386 3.195 9.835 -4.636 -0.863 3.654 8.278 5.636 398.67 332.22 -50.347 -0.0655 -0.0546 -6.671 -3.386 3.195 9.835 0.000 0.000 0.000 0.000 0.000 2809.65 2341.37 -167.917 0.0064 0.0053 -6.671 -3.386 3.195 9.835 -6.671 -3.386 3.195 9.835 7.671 0.00 0.00 0.000 -0.0125 -0.0104 -103594 -71087 6384.57 -0.2819 -0.2043 -8.633 -5.924 6.385 rl Lai rnl OldcasHe Precast* Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 38 of 69 Oldcastle Precast © 2018 L' external base analysis span,in 1 st wheel location, xv,ft - maximum deflection 195.5 critical shear location Vul,in 0.000 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in 1.000 increment quan, ea 196 actual force calc increment, in 0.997 force calc location fxb,in 0.000 1 I 1 ▪ wheel P1 MA P2 • P3 P4 11 tal a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 0.000 -2.833 -6.000 -8.833 -10.000 -12.833 -16.000 -18.833 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.840 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.792 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 - 3076.3 kip R,wall 2 3057.4 kip i [• 10.000 - ▪ load 10.000load wall 1 wall 2 `m water water slab do ▪ load wall wall water pi water L.1 slab do PR Axl elastic foundation constants, variables and forces E,psi C1 C2 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 W w LF Wu wu a ; 3839.65 10.500 a 3816.02 193.250 62.400 15.000 -62.400 191.000 52.000 -52.000 10.417 F1 1.000 1.000 1.000 1.000 1.000 1.20 1.20 1.20 F2 0.000 0.000 0.000 0.000 0.000 12.500 F3 0.000 0.000 0.000 0.000 0.000 0.000 F4 0.000 0.000 0.000 0.000 0.000 L -a 185.000 2.250 180.500 4.500 195.500 Fal 2.766 0.034 2.699 0.067 2.923 Fa2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Cal -7.424 1.000 -6.745 1.000 -9.105 Fa3 0.000 0.000 0.000 0.000 0.000 Ca2 -4.44 0.07 -3.49 0.13 -7.03 Fa4 0.000 0.000 0.000 0.000 0.000 C3 C4 2.0098 11.074 Ca3 -0.098 0.015 3.17 -0.037 0.00 -0.001 2.01 -0.013 Fa5 Mux 0.000 0.000 0.000 0 0 0.00 0.00 0.00 Ca11 85.936 0.001 0.000 0.000 0.000 0.000 Mx 0 0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 Vux 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dux -0.0980 0.0145 -0.0373 -0.0011 -0.0125 0.000 0.000 0.000 0.000 0.000 Dx -0.0785 0.0116 -0.0311 -0.0009 -0.0104 0 0 0.00 -0.1343 -0.1092 0.000 0.000 0.000 span 1 span 2 span 3 ab c 14 114 patch a b c a b c a b c 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 patch R1u 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.840 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.792 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 - 3076.3 kip R,wall 2 3057.4 kip i [• 10.000 - ▪ load 10.000load wall 1 wall 2 `m water water slab do ▪ load wall wall water pi water L.1 slab do PR Axl elastic foundation constants, variables and forces E,psi C1 C2 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 W w LF Wu wu a ; 3839.65 10.500 a 3816.02 193.250 62.400 15.000 -62.400 191.000 52.000 -52.000 10.417 F1 1.000 1.000 1.000 1.000 1.000 1.20 1.20 1.20 F2 0.000 0.000 0.000 0.000 0.000 12.500 F3 0.000 0.000 0.000 0.000 0.000 0.000 F4 0.000 0.000 0.000 0.000 0.000 L -a 185.000 2.250 180.500 4.500 195.500 Fal 2.766 0.034 2.699 0.067 2.923 Fa2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Cal -7.424 1.000 -6.745 1.000 -9.105 Fa3 0.000 0.000 0.000 0.000 0.000 Ca2 -4.44 0.07 -3.49 0.13 -7.03 Fa4 0.000 0.000 0.000 0.000 0.000 C3 C4 2.0098 11.074 Ca3 -0.098 0.015 3.17 -0.037 0.00 -0.001 2.01 -0.013 Fa5 Mux 0.000 0.000 0.000 0 0 0.00 0.00 0.00 Ca11 85.936 0.001 0.000 0.000 0.000 0.000 Mx 0 0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 Vux 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dux -0.0980 0.0145 -0.0373 -0.0011 -0.0125 0.000 0.000 0.000 0.000 0.000 Dx -0.0785 0.0116 -0.0311 -0.0009 -0.0104 0 0 0.00 -0.1343 -0.1092 0.000 0.000 0.000 rri RI Oldcastte Precast® W li Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 39 of 69 Oldcastle Precast © 2018 external base analysis- minimum deflection span,in 195.5 critical shear location Vul,in 1 st wheel location, xv,ft 25.733 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 26.000 180.000 195.500 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 196 0.997 194.503' 6.1 wheel P1 P2 P3 P4 Lai a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 x -front 25.733 19.733 15.733 9.733 loading x -back 22.900 16.900 12.900 6.900 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch Rlu 1 0.000 2 0.000 3 0.308 4 2.222 DC 1.666 11 WS 0.400 lel EV 1.287 Lane 0.487 R2u 0.000 0.000 3.717 2.674 1.666 0.400 1.287 0.487 gi E 6.370 10.230 Int R3u 1.938 3.891 0.857 0.000 1.645 0.395 1.271 0.481 10.478 wall reactions R4u R5u 2.958 1.005 0.015 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.770 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.658 R2 LF 7.071 R3 LF 7.217 R4 LF 5.524 R5 LF 3.076 R6 LF 3.076 R,wall 1 4657.6 R,wall 2 7143.7 kip kip kip kip kip kip kip kip elastic foundation constants, variables and forces h,in E,Dsi Cl C2 10.000 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 load W w LF Wu wu a L -a Ca1 Cat wall 1 tr 6369.73 10.500 185.000 2.766 -7.424 -4.44 wall 2 1035423 193.250 2250 0.034 1.000 0.07 1.1 water 52.000 1.20 62.400 15.000 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 191.000 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 bad F1 F2 F3 F4 Fa1 Fa2 Fa3 Fa4 wall -8.940 -6.762 2.113 11.012 -7.271 -4.220 2.968 10.204 wall -8.940 -6.762 2.113 11.012 1.000 0.037 0.000 0.000 water -8.940 -6.762 2.113 11.012 -6.598 -3.287 3.220 9.787 water -8.940 -6.762 2.113 11.012 1.000 0.105 0.003 0.000 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.113 11.012 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 7.598 0.000 9.940 C4 11.074 -0.163 0.039 -0.037 -0.001 -0.013 Mux -11 149 1.72 26.97 0.00 Ca11 85.936 9a 0.002 0.000 0.000 0.000 0.000 Mx -8 103 1.43 22.47 0.00 1.000 1.000 1.000 1.000 1.000 Vux 23 -299 -3.436 -54.113 0.000 2.751 0.019 2.684 0.052 2.908 Dux 0.0229 -0.2977 -0.0659 0.0081 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0168 -0.2054 -0.0549 0.0067 -0.0104 167 119 -333.48 -0.3451 -0.2472 0.014 0.010 0.333 span 1 span 2 span 3 a b�� c patch a b c a b c a b c r I 1 0.000 0.000 0.000 7.671 2.833 4.538 0.000 0.000 0.000 2 0.000 0.000 0.000 1.671 2.833 10.538 0.000 0.000 0.000 3 12.900 2.329 0.000 0.000 0.504 14.538 0.000 0.000 0.000 4 6.900 2.833 5.496 0.000 0.000 0.000 0.000 0.000 0.000 patch Rlu 1 0.000 2 0.000 3 0.308 4 2.222 DC 1.666 11 WS 0.400 lel EV 1.287 Lane 0.487 R2u 0.000 0.000 3.717 2.674 1.666 0.400 1.287 0.487 gi E 6.370 10.230 Int R3u 1.938 3.891 0.857 0.000 1.645 0.395 1.271 0.481 10.478 wall reactions R4u R5u 2.958 1.005 0.015 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.770 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.658 R2 LF 7.071 R3 LF 7.217 R4 LF 5.524 R5 LF 3.076 R6 LF 3.076 R,wall 1 4657.6 R,wall 2 7143.7 kip kip kip kip kip kip kip kip elastic foundation constants, variables and forces h,in E,Dsi Cl C2 10.000 12 83.30 5000000 1000 0.015 2.9231 -9.1047 -7.0308 load W w LF Wu wu a L -a Ca1 Cat wall 1 tr 6369.73 10.500 185.000 2.766 -7.424 -4.44 wall 2 1035423 193.250 2250 0.034 1.000 0.07 1.1 water 52.000 1.20 62.400 15.000 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 191.000 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 195.500 2.923 -9.105 -7.03 bad F1 F2 F3 F4 Fa1 Fa2 Fa3 Fa4 wall -8.940 -6.762 2.113 11.012 -7.271 -4.220 2.968 10.204 wall -8.940 -6.762 2.113 11.012 1.000 0.037 0.000 0.000 water -8.940 -6.762 2.113 11.012 -6.598 -3.287 3.220 9.787 water -8.940 -6.762 2.113 11.012 1.000 0.105 0.003 0.000 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.113 11.012 C3 2.0098 Ca3 3.17 0.00 2.01 Fa5 7.598 0.000 9.940 C4 11.074 -0.163 0.039 -0.037 -0.001 -0.013 Mux -11 149 1.72 26.97 0.00 Ca11 85.936 9a 0.002 0.000 0.000 0.000 0.000 Mx -8 103 1.43 22.47 0.00 1.000 1.000 1.000 1.000 1.000 Vux 23 -299 -3.436 -54.113 0.000 2.751 0.019 2.684 0.052 2.908 Dux 0.0229 -0.2977 -0.0659 0.0081 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0168 -0.2054 -0.0549 0.0067 -0.0104 167 119 -333.48 -0.3451 -0.2472 0.014 0.010 0.333 rya rri 1 Lad t11 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 40 of 69 Oldcastle Precast © 2018 internal base analysis- maximum span,in 1 st wheel location, xv,ft bending moment 185 critical shear location Vu1,in 23.754 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 2`000, wheel P1 ru P2 P3 P4 PR 16.1 IJ a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 23.754 20.921 17.754 14.921 13.754 10.921 7.754 4.921 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.000 2 0.005 3 0.930 4 2.859 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 R E 7.633 R2u 0.000 0.528 3.966 2.037 1.666 0.400 1.287 0.487 R3u 2.582 3.997 0.000 0.000 1.645 0.395 1.271 0.481 10.371 10.371 wall reactions R4u R5u 2.314 0.366 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 6.472 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 unfactored loads 3.840 R1 LF R2 LF R3 LF R4 LF R5 LF R6 LF R,wall 1 5.447 kip 7.159 kip 7.150 kip 4.713 kip 3.076 kip 3.076 kip 7154.4 kip R,wall 2 1. 3894.8., kip elastic foundation constants, variables and forces h.in E,psi C1 C2 !la ,10.000 j 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 load W w LF Wu wu a L_a Ca Ca2 wall 1 1• 10371.23 2250 182.750 2.732 -7.081 -3.95 wall 2 5155.89 182.750 ' 2.250 0.034 1.000 0.07 water 52.000 1.20 62.400 4.500 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 180.500 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 185.000 2.766 -7.424 -4.44 Toad F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 wall 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 wall 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 water 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 water 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 slab dc 1.000 0.060 0.001 0.000 1.000 0.060 0.001 0.000 11 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 0.000 0.000 0.000 C4 10.292 a -0.305 0.025 -0.054 -0.001 -0.013 Mux 603 -49 108.47 2.69 0.00 Ca11 62.544 0.004 0.000 0.000 0.000 0.000 Mx 416 -37 90.39 2.25 0.00 0.000 0.000 0.000 0.000 1.000 Vux 600 -49 108.547 2.687 0.000 0.000 0.000 0.000 0.000 0.030 Dux -0.2959 0.0244 -0.0544 -0.0013 -0.0125 0.030 0.030 0.030 0.030 0.030 Dx -0.2041 0.0185 -0.0453 -0.0011 -0.0104 665 471 662.20 -0.3397 -0.2425 0.055 0.039 0.662 span 1 span 2 span 3 a�� r b 14c • patch a 0.000 14.921 10.921 4.921 b 0.000 0.309 2.833 2.833 c 0.000 0.000 1.475 7.475 a 5.691 0.000 0.000 0.000 b 2.833 2.525 0.000 0.000 c 6.517 12.517 0.000 0.000 a 0.000 0.000 0.000 0.000 b 0.000 0.000 0.000 0.000 c 0.000 0.000 0.000 0.000 1 2 3 4 patch R1u 1 0.000 2 0.005 3 0.930 4 2.859 DC 1.666 WS 0.400 EV 1.287 Lane 0.487 R E 7.633 R2u 0.000 0.528 3.966 2.037 1.666 0.400 1.287 0.487 R3u 2.582 3.997 0.000 0.000 1.645 0.395 1.271 0.481 10.371 10.371 wall reactions R4u R5u 2.314 0.366 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 6.472 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 unfactored loads 3.840 R1 LF R2 LF R3 LF R4 LF R5 LF R6 LF R,wall 1 5.447 kip 7.159 kip 7.150 kip 4.713 kip 3.076 kip 3.076 kip 7154.4 kip R,wall 2 1. 3894.8., kip elastic foundation constants, variables and forces h.in E,psi C1 C2 !la ,10.000 j 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 load W w LF Wu wu a L_a Ca Ca2 wall 1 1• 10371.23 2250 182.750 2.732 -7.081 -3.95 wall 2 5155.89 182.750 ' 2.250 0.034 1.000 0.07 water 52.000 1.20 62.400 4.500 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 180.500 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 185.000 2.766 -7.424 -4.44 Toad F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 wall 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 wall 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 water 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 water 1.000 0.060 0.001 0.000 0.000 0.000 0.000 0.000 slab dc 1.000 0.060 0.001 0.000 1.000 0.060 0.001 0.000 11 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 0.000 0.000 0.000 C4 10.292 a -0.305 0.025 -0.054 -0.001 -0.013 Mux 603 -49 108.47 2.69 0.00 Ca11 62.544 0.004 0.000 0.000 0.000 0.000 Mx 416 -37 90.39 2.25 0.00 0.000 0.000 0.000 0.000 1.000 Vux 600 -49 108.547 2.687 0.000 0.000 0.000 0.000 0.000 0.030 Dux -0.2959 0.0244 -0.0544 -0.0013 -0.0125 0.030 0.030 0.030 0.030 0.030 Dx -0.2041 0.0185 -0.0453 -0.0011 -0.0104 665 471 662.20 -0.3397 -0.2425 0.055 0.039 0.662 �it 711 Lai Oldcastle Precast. Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 41 of 69 Oldcastle Precast © 2018 uw internal base analysis - minimum bending moment spa n, i n 1 st wheel location, xv,ft hal tal ria 185 32.167 critical shear location Vu1,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 92.000 wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 32.167 29.333 26.167 23.333 22.167 19.333 16.167 13.333 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading !AI patch R1u 1 0.000 2 0.000 rag 3 0.000 L 4 0.204 DC 1.666 WS 0.400 Lir EV 1.287 Lane 0.487 (ri E 4.044 V R2u 0.000 0.000 0.000 3.072 1.666 0.400 1.287 0.487 6.912 R3u 0.050 1.797 3.099 1.569 1.645 0.395 1.271 0.481 10.308 wall reactions R4u R5u 1.570 3.099 1.797 0.050 1.645 0.395 1.271 0.481 10.308 3.072 0.000 0.000 0.000 1.666 0.400 1.287 0.487 6.912 R6u 0.204 0.000 0.000 0.000 1.666 0.400 1.287 0.487 4.044 unfactored loads R1 LF 3.204 kip R2 LF 4.996 kip R3 LF 7.111 kip R4 LF 7.111 kip R5 LF 4.996 kip R6 LF 3.204 kip R,wall 1 6053.6 kip R,wall 2 6053.6 kip h.in 10.000 12 83.30 V load W w LF wall 1 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 I. wall 0.408 2.424 wall 0.408 2.424 water 0.408 2.424 water 0.408 2.424 slab dc 0.408 2.424 IA 11 E,psi 5000000 Wu.wu 8610.07 8610.06 62.400 -62.400 12.500 F3 1.817 1.817 1.817 1.817 1.817 elastic foundation constants, variables and forces 1000 a 2.250 182.750 4.500 180:500 0.000 F4 1.706 1.706 1.706 1.706 1.706 0.015 L -a 182.750 2.250 180.500 4.500 185.000 Fal C1 C2 2.7661 -7.4239 -4.4391 Cal Ca2 2.732 -7.081 -3.95 0.034 1.000 0.07 2.699 -6.745 -3.49 0.067 1.000 0.13 2.766 -7.424 -4.44 Fa2 Fa3 Fa4 0.464 0.000 0.515 0.000 0.408 2.395 0.000 2.362 0.000 2.424 1.736 0.000 1.656 0.000 1.817 1.586 0.000 1.472 0.000 1.706 C3 C4 2.9033 10.292 Ca3 -0.253 0.042 3.17 -0.054 0.00 -0.001 2.90 -0.013 Fa5 Mux 0.485 0.000 0.592 -122816 -120980 4005.38 3945.52 0.00 Ca11 62.544 0.004 0.000 0.000 0.000 0.000 Mx -86350 -85060 3337.82 3287.93 0.00 1.000 0.000 1.000 0.000 1.000 Vux 1828 -1842 -59.626 60.086 0.000 1.342 0.000 1.308 0.000 1.376 Dux -0.0147 -0.0135 -0.0619 0.0004 -0.0125 1.376 1.376 1.376 1.376 1.376 Dx -0.0104 -0.0095 -0.0516 0.0004 -0.0104 -235845 -164784 -13.64 -0.1022 -0.0815 -19.654 -13.732 0.014 span 1 span 2 span 3 a�� b c patch a b c a b c a b c �l� 1 0.000 0.000 0.000 14.104 0.938 0.000 0.000 1.896 13.333 2 0.000 0.000 0.000 8.104 2.833 4.104 0.000 0.000 0.000 3 0.000 0.000 0.000 4.104 2.833 8.104 0.000 0.000 0.000 4 13.333 1.896 0.000 0.000 0.937 14.104 0.000 0.000 0.000 !AI patch R1u 1 0.000 2 0.000 rag 3 0.000 L 4 0.204 DC 1.666 WS 0.400 Lir EV 1.287 Lane 0.487 (ri E 4.044 V R2u 0.000 0.000 0.000 3.072 1.666 0.400 1.287 0.487 6.912 R3u 0.050 1.797 3.099 1.569 1.645 0.395 1.271 0.481 10.308 wall reactions R4u R5u 1.570 3.099 1.797 0.050 1.645 0.395 1.271 0.481 10.308 3.072 0.000 0.000 0.000 1.666 0.400 1.287 0.487 6.912 R6u 0.204 0.000 0.000 0.000 1.666 0.400 1.287 0.487 4.044 unfactored loads R1 LF 3.204 kip R2 LF 4.996 kip R3 LF 7.111 kip R4 LF 7.111 kip R5 LF 4.996 kip R6 LF 3.204 kip R,wall 1 6053.6 kip R,wall 2 6053.6 kip h.in 10.000 12 83.30 V load W w LF wall 1 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 I. wall 0.408 2.424 wall 0.408 2.424 water 0.408 2.424 water 0.408 2.424 slab dc 0.408 2.424 IA 11 E,psi 5000000 Wu.wu 8610.07 8610.06 62.400 -62.400 12.500 F3 1.817 1.817 1.817 1.817 1.817 elastic foundation constants, variables and forces 1000 a 2.250 182.750 4.500 180:500 0.000 F4 1.706 1.706 1.706 1.706 1.706 0.015 L -a 182.750 2.250 180.500 4.500 185.000 Fal C1 C2 2.7661 -7.4239 -4.4391 Cal Ca2 2.732 -7.081 -3.95 0.034 1.000 0.07 2.699 -6.745 -3.49 0.067 1.000 0.13 2.766 -7.424 -4.44 Fa2 Fa3 Fa4 0.464 0.000 0.515 0.000 0.408 2.395 0.000 2.362 0.000 2.424 1.736 0.000 1.656 0.000 1.817 1.586 0.000 1.472 0.000 1.706 C3 C4 2.9033 10.292 Ca3 -0.253 0.042 3.17 -0.054 0.00 -0.001 2.90 -0.013 Fa5 Mux 0.485 0.000 0.592 -122816 -120980 4005.38 3945.52 0.00 Ca11 62.544 0.004 0.000 0.000 0.000 0.000 Mx -86350 -85060 3337.82 3287.93 0.00 1.000 0.000 1.000 0.000 1.000 Vux 1828 -1842 -59.626 60.086 0.000 1.342 0.000 1.308 0.000 1.376 Dux -0.0147 -0.0135 -0.0619 0.0004 -0.0125 1.376 1.376 1.376 1.376 1.376 Dx -0.0104 -0.0095 -0.0516 0.0004 -0.0104 -235845 -164784 -13.64 -0.1022 -0.0815 -19.654 -13.732 0.014 l'i 11 bal a.r Oldcastte Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 42 of 69 Oldcastle Precast © 2018 internal base analysis - maximum shear span,in 185 1 st wheel location, xv,ft 38.600 critical shear location Vul,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 169?500' wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 38.600 35.767 32.600 29.767 28.600 25.767 22.600 19.767 Perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 ria WS 0.400 Ili EV 1.287 Lane 0.487 PI 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.015 1.005 2.958 1.645 0.395 1.271 0.481 3.840 7.770 wall reactions R4u R5u 0.000 0.857 3.891 1.938 1.645 0.395 1.271 0.481 10.478 2.674 3.717 0.000 0.000 1.666 0.400 1.287 0.487 10.230 R6u 2.222 0.308 0.000 0.000 1.666 0.400 1.287 0.487 6.370 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 5.524 kip R4 LF 7.217 kip R5 LF 7.070 kip R6 LF 4.658 kip R,wall 1 4300.3~ kip R,wall 2 , 7143.7, kip h.in 1111 j 10.0007 12 83.30 1„..1 load W w LF wall 1 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall -5.210 -1.525 wall -5.210 -1.525 water -5.210 -1.525 water -5.210 -1.525 slab dC -5.210 -1.525 lull elastic foundation constants, variables and forces E,psi C1 C2 5000000 1000 0.015 2.7661 -7.4239 -4.4391 Wu wu a L -a Cal Ca2 5804.77 2.250 182.750 2.732 -7.081 -3.95 10354.23 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 -62.400 180.500 4.500 0.067 1.000 0.13 12.500 0.000 185.000 2.766 -7.424 -4.44 F3 F4 Fal Fa2 Fa3 Fa4 3.575 8.764 -4.919 -1.184 3.620 8.522 3.575 8.764 0.000 0.000 0.000 0.000 3.575 8.764 -4.636 -0.863 3.654 8.278 3.575 8.764 0.000 0.000 0.000 0.000 3.575 8.764 -5.210 -1.525 3.575 8.764 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 5.636 0.000 6.210 C4 10.292 -0.170 0.050 -0.054 -0.001 -0.013 Mux -3209 -103365 155.22 2803.19 0.00 Ca11 62.544 0.002 0.000 0.000 0.000 0.000 Mx -2377 -71315 129.35 2335.99 0.00 1.000 0.000 1.000 0.000 1.000 Vux 404 6162 -19.536 -167.100 0.000 2.501 0.000 2.467 0.000 2.534 Dux 0.0241 -0.2375 -0.0636 0.0064 -0.0125 2.534 2.534 2.534 2.534 2.534 Dx 0.0178 -0.1638 -0.0530 0.0054 -0.0104 -103615 -71227 6378.87 -0.2830 -0.2040 -8.635 -5.936 6.379 span 1 span 2 span 3 a •I b 4 e patch a b c a b c a b c I 4 1 0.000 0.000 0.000 0.000 0.000 0.000 5.496 2.833 6.900 2 0.000 0.000 0.000 14.537 0.504 0.000 0.000 2.329 12.900 3 0.000 0.000 0.000 10.537 2.833 1.671 0.000 0.000 0.000 4 0.000 0.000 0.000 4.537 2.833 7.671 0.000 0.000 0.000 patch R1u 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 ria WS 0.400 Ili EV 1.287 Lane 0.487 PI 3.840 R2u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.015 1.005 2.958 1.645 0.395 1.271 0.481 3.840 7.770 wall reactions R4u R5u 0.000 0.857 3.891 1.938 1.645 0.395 1.271 0.481 10.478 2.674 3.717 0.000 0.000 1.666 0.400 1.287 0.487 10.230 R6u 2.222 0.308 0.000 0.000 1.666 0.400 1.287 0.487 6.370 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 5.524 kip R4 LF 7.217 kip R5 LF 7.070 kip R6 LF 4.658 kip R,wall 1 4300.3~ kip R,wall 2 , 7143.7, kip h.in 1111 j 10.0007 12 83.30 1„..1 load W w LF wall 1 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall -5.210 -1.525 wall -5.210 -1.525 water -5.210 -1.525 water -5.210 -1.525 slab dC -5.210 -1.525 lull elastic foundation constants, variables and forces E,psi C1 C2 5000000 1000 0.015 2.7661 -7.4239 -4.4391 Wu wu a L -a Cal Ca2 5804.77 2.250 182.750 2.732 -7.081 -3.95 10354.23 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 -62.400 180.500 4.500 0.067 1.000 0.13 12.500 0.000 185.000 2.766 -7.424 -4.44 F3 F4 Fal Fa2 Fa3 Fa4 3.575 8.764 -4.919 -1.184 3.620 8.522 3.575 8.764 0.000 0.000 0.000 0.000 3.575 8.764 -4.636 -0.863 3.654 8.278 3.575 8.764 0.000 0.000 0.000 0.000 3.575 8.764 -5.210 -1.525 3.575 8.764 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 5.636 0.000 6.210 C4 10.292 -0.170 0.050 -0.054 -0.001 -0.013 Mux -3209 -103365 155.22 2803.19 0.00 Ca11 62.544 0.002 0.000 0.000 0.000 0.000 Mx -2377 -71315 129.35 2335.99 0.00 1.000 0.000 1.000 0.000 1.000 Vux 404 6162 -19.536 -167.100 0.000 2.501 0.000 2.467 0.000 2.534 Dux 0.0241 -0.2375 -0.0636 0.0064 -0.0125 2.534 2.534 2.534 2.534 2.534 Dx 0.0178 -0.1638 -0.0530 0.0054 -0.0104 -103615 -71227 6378.87 -0.2830 -0.2040 -8.635 -5.936 6.379 14 Lal kaml Oldcastte Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 43 of 69 Oldcastle Precast © 2018 internal base analysis span,in RI 1 st wheel location, xv,ft kal rffi - maximum deflection 185 critical shear location Vul,in 0.000 critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in 1.000 increment quan, ea 185 actual force calc increment, in 1.000 force calc location fxb,in 0.000 wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 0.000 -2.833 -6.000 -8.833 -10.000 -12.833 -16.000 -18.833 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading R4 patch R1u 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 IA WS 0.400 EV 1.287 Lane 0.487 E 3.840 IA 1 i1 kol R2 u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.840 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 L666 0.400 1.287 0.487 3.792 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 3057.4 'kip R,wall 2 3057.4 kip i 10.000 12 83.30 load Ww LF wall 1 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall 1.000 0.000 wall 1.000 0.000 water 1.000 0.000 water 1.000 0.000 slab dc 1.000 0.000 elastic foundation constants, variables and forces E,psi Cl C2 C3 5000000 1000 0.015 2.7661 -7.4239 -4.4391 2.9033 Wu wu a L -a Cal Ca2 Ca3 3816.02 2.250 182.750 2.732 -7.081 -3.95 3816.02 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 3.17 -62.400 180.500 4.500 0.067 1.000 0.13 0.00 12.500 0.000 185.000 2.766 -7.424 -4.44 2.90 F3 F4 Fal Fa2 Fa3 Fa4 Fa5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 C4 10.292 -0.112 0.018 -0.054 -0.001 -0.013 Mux 0 0 0.00 0.00 0.00 Ca11 62.544 0.002 0.000 0.000 0.000 0.000 Mx 0 0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 Vux 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dux -0.1121 0.0184 -0.0542 -0.0014 -0.0125 0.000 0.000 0.000 0.000 0.000 Dx -0.0898 0.0148 -0.0451 -0.0011 -0.0104 0 0 0.00 -0.1617 -0.1317 0.000 0.000 0.000 span 1 span 2 span 3 a b e patch a b c a b c a b c 1 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 R4 patch R1u 1 0.000 2 0.000 3 0.000 4 0.000 DC 1.666 IA WS 0.400 EV 1.287 Lane 0.487 E 3.840 IA 1 i1 kol R2 u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 R3u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 3.840 3.792 wall reactions R4u R5u 0.000 0.000 0.000 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 L666 0.400 1.287 0.487 3.792 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 3.076 kip R2 LF 3.076 kip R3 LF 3.038 kip R4 LF 3.038 kip R5 LF 3.076 kip R6 LF 3.076 kip R,wall 1 3057.4 'kip R,wall 2 3057.4 kip i 10.000 12 83.30 load Ww LF wall 1 wall 2 water 52.000 1.20 water -52.000 1.20 slab dc 10.417 1.20 load F1 F2 wall 1.000 0.000 wall 1.000 0.000 water 1.000 0.000 water 1.000 0.000 slab dc 1.000 0.000 elastic foundation constants, variables and forces E,psi Cl C2 C3 5000000 1000 0.015 2.7661 -7.4239 -4.4391 2.9033 Wu wu a L -a Cal Ca2 Ca3 3816.02 2.250 182.750 2.732 -7.081 -3.95 3816.02 182.750 2.250 0.034 1.000 0.07 62.400 4.500 180.500 2.699 -6.745 -3.49 3.17 -62.400 180.500 4.500 0.067 1.000 0.13 0.00 12.500 0.000 185.000 2.766 -7.424 -4.44 2.90 F3 F4 Fal Fa2 Fa3 Fa4 Fa5 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 C4 10.292 -0.112 0.018 -0.054 -0.001 -0.013 Mux 0 0 0.00 0.00 0.00 Ca11 62.544 0.002 0.000 0.000 0.000 0.000 Mx 0 0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 Vux 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Dux -0.1121 0.0184 -0.0542 -0.0014 -0.0125 0.000 0.000 0.000 0.000 0.000 Dx -0.0898 0.0148 -0.0451 -0.0011 -0.0104 0 0 0.00 -0.1617 -0.1317 0.000 0.000 0.000 rri O(dcastle Precast. Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 44 of 69 Oldcastle Precast © 2018 11 ▪ external base analysis- minimum deflection span,in (I 1 st wheel location, xv,ft I1 kamei 185 25.733 critical shear location Vul,in critical shear location Vu2,in critical shear location Vu3,in critical shear location Vu4,in 0.000 17.750 169.500 185.000 approx force calc increment, in increment quan, ea actual force calc increment, in force calc location fxb,in 1.000 185 1.000 194.503 wheel P1 P2 P3 P4 a 2.833 2.833 2.833 2.833 b 3.167 1.167 3.167 w 1.080 1.080 1.080 1.080 LF 1.6 1.6 1.6 1.6 wu 1.728 1.728 1.728 1.728 loading x -front x -back 25.733 22.900 19.733 16.900 15.733 12.900 9.733 6.900 perm DC WS EV Lane w 0.175 0.035 0.130 0.064 LF 1.25 1.50 1.30 1.00 wu 0.219 0.053 0.169 0.064 beam loading patch R1u 1 0.000 2 0.000 111 3 0.308 4 2.222 DC 1.666 • WS 0.400 wid EV 1.287 Lane 0.487 PA E 6.370 R2u 0.000 0.000 3.717 2.674 1.666 0.400 1.287 0.487 R3u 1.938 3.891 0.857 0.000 1.645 0.395 1.271 0.481 10.230 10.478 wall reactions R4u R5u 2.958 1.005 0.015 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.770 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.658 R2 LF 7.071 R3 LF 7.217 R4 LF 5.524 R5 LF 3.076 R6 LF 3.076 R,wall 1 7143.7 R,wall 2 14300.3 kip kip kip kip kip kip kip kip elastic foundation constants, variables and forces h.in E,psi Cl C2 " 10.000 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 • bad W w LF Wu wu a LL -aa Cal Ca2 wall 1 10354.23 2.250 182.750 2.732 -7.081 -3.95 wall 2 5804.77 182.750 2.250 0.034 1.000 0.07 ▪ water 52.000 1.20 62.400 4.500 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 180.500 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 185.000 2.766 -7.424 -4.44 load F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 i1 Lai wall -8.940 -6.762 2.113 11.012 -8.572 -6.173 2.330 10.863 wall -8.940 -6.762 2.113 11.012 1.000 0.351 0.031 0.004 water -8.940 -6.762 2.113 11.012 -8.209 -5.608 2.528 10.699 water -8.940 -6.762 2.113 11.012 1.000 0.419 0.044 0.006 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.113 11.012 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 9.209 0.000 9.940 C4 10.292 Y2 -0.304 0.028 -0.054 -0.001 -0.013 Mux -2322 8043 62.96 2428.41 0.00 Ca11 62.544 0.004 0.000 0.000 0.000 0.000 Mx -1602 5959 52.47 2023.68 0.00 1.000 1.000 1.000 1.000 1.000 Vux -495 1729 13.435 509.311 0.000 2.875 0.176 2.841 0.209 2.908 Dux 0.0543 -0.1936 -0.0639 0.0094 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0375 -0.1434 -0.0532 0.0078 -0.0104 8213 6433 1756.77 -0.2064 -0.1618 0.684 0.536 1.757 span 1 span 2 span 3 ab c • patch a b c a b c a b c 14 )4 1 0.000 0.000 0.000 7.671 2.833 4.538 0.000 0.000 0.000 I 2 0.000 0.000 0.000 1.671 2.833 10.538 0.000 0.000 0.000 3 12.900 2.329 0.000 0.000 0.504 14.538 0.000 0.000 0.000 4 6.900 2.833 5.496 0.000 0.000 0.000 0.000 0.000 0.000 patch R1u 1 0.000 2 0.000 111 3 0.308 4 2.222 DC 1.666 • WS 0.400 wid EV 1.287 Lane 0.487 PA E 6.370 R2u 0.000 0.000 3.717 2.674 1.666 0.400 1.287 0.487 R3u 1.938 3.891 0.857 0.000 1.645 0.395 1.271 0.481 10.230 10.478 wall reactions R4u R5u 2.958 1.005 0.015 0.000 1.645 0.395 1.271 0.481 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 7.770 3.840 R6u 0.000 0.000 0.000 0.000 1.666 0.400 1.287 0.487 3.840 unfactored loads R1 LF 4.658 R2 LF 7.071 R3 LF 7.217 R4 LF 5.524 R5 LF 3.076 R6 LF 3.076 R,wall 1 7143.7 R,wall 2 14300.3 kip kip kip kip kip kip kip kip elastic foundation constants, variables and forces h.in E,psi Cl C2 " 10.000 12 83.30 5000000 1000 0.015 2.7661 -7.4239 -4.4391 • bad W w LF Wu wu a LL -aa Cal Ca2 wall 1 10354.23 2.250 182.750 2.732 -7.081 -3.95 wall 2 5804.77 182.750 2.250 0.034 1.000 0.07 ▪ water 52.000 1.20 62.400 4.500 180.500 2.699 -6.745 -3.49 water -52.000 1.20 -62.400 180.500 4.500 0.067 1.000 0.13 slab dc 10.417 1.20 12.500 0.000 185.000 2.766 -7.424 -4.44 load F1 F2 F3 F4 Fal Fa2 Fa3 Fa4 i1 Lai wall -8.940 -6.762 2.113 11.012 -8.572 -6.173 2.330 10.863 wall -8.940 -6.762 2.113 11.012 1.000 0.351 0.031 0.004 water -8.940 -6.762 2.113 11.012 -8.209 -5.608 2.528 10.699 water -8.940 -6.762 2.113 11.012 1.000 0.419 0.044 0.006 slab dc -8.940 -6.762 2.113 11.012 -8.940 -6.762 2.113 11.012 C3 2.9033 Ca3 3.17 0.00 2.90 Fa5 9.209 0.000 9.940 C4 10.292 Y2 -0.304 0.028 -0.054 -0.001 -0.013 Mux -2322 8043 62.96 2428.41 0.00 Ca11 62.544 0.004 0.000 0.000 0.000 0.000 Mx -1602 5959 52.47 2023.68 0.00 1.000 1.000 1.000 1.000 1.000 Vux -495 1729 13.435 509.311 0.000 2.875 0.176 2.841 0.209 2.908 Dux 0.0543 -0.1936 -0.0639 0.0094 -0.0125 2.908 2.908 2.908 2.908 2.908 Dx 0.0375 -0.1434 -0.0532 0.0078 -0.0104 8213 6433 1756.77 -0.2064 -0.1618 0.684 0.536 1.757 rr� Lal Fri rum rri 1 rri rill I 1 I1 Oldcastle Precast' Date: 08/22/18 covers with accesses 63.591 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 45 of 69 Oldcastle Precast © 2018 r a> edge beam reinforcing zones a, a2 a3 "d" from face support — zone 2a 4- zone 1 i 4- zone 2b4 - zone 3 req'd reinf legend flex As flex min T&S dist edge none common to all covers with accesses unit live Toad Mu= `aw unit dead load Mu= unit live load Vu= unit dead load Vu= live load dist width E= E/4+1= bw, in= d, in= x1 x2 xw1 A� xw2 f+� 30.050 14.591 6.773 3.954 Lmi 10.646 3.661 12.000 12.000 1.375 14.042 0.188 0.375 all units are in ft, kips, radians - uno -A--k- .a > a. —1 -r I : edge beam ; 1 I !1 � < ;, I I I l I bvi , l a> edge beam , I ; ; I 1 a4 "d" from face support - a5 a6 reinforcing required for flexural design minimum flexural reinforcing required by code minimum temperature and shrinkage required by code wheel load transverse distribution reinforcing required by AASHTO LRFD where edge of slab is within 3'-0" of wall support where bars length would be 3'-0" or Tess general equations less than 2'-0" soil cover: 2'-0" soil cover or greater: soil depti 1.333 h= 1.167 span= 15.417 Mu/ft= (MULL)E/(2)(bebw)+(MUDL)(a2/2+bebw)/bebw Vu/ft= (VuLL)E/(2)(bvi)+(VuDL)(a2/2+bebw)/bvi Mu/ft= (MULL+MuDL)(a/2+bebw/(bebw) Vuxft= (VuxLL+VuxDL)(a/2+bebw)/bv, rra Lai W 0 Oldcastle Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 46 of 69 Oldcastle Precast © 2018 tri cover slab with access 1 lia 11i reinf details geometry geometry reinforcing requirements reinforcing requirements shear shear flex see table flex see table zone As type Mu As type Mu bar size As quan spac,in bar len CL 1.000 1 0.917 T&S 0.15 1 0.917 0.917 edge 0 4 0.14 2 7.000 15.438 CR -0.833 dist (%) 0.56 2a 2.000 0.00 T&S 0.000 4 0.30 3 7.000 12.521 zone Vu/ft edge 2b 2.000 3 none 12.521 4 0.00 0 0.000 0.000 1L 1.917 0.000 none 0 3 6.258 3.661 flex 62.261 8 7.53 10 7.733 15.438 1R 0.917 0.000 max spacing 4 12.875 8.821 dist (%) 3.661 8 8.68 11 14.900 8.821 3L 4.661 26.165 flex see table 5a 2.000 3R none 26.165 8 0.00 0 0.000 0.000 3R 3.661 28.277 T&S,in 18.00 5b 2.000 T&S dist,in 18.00 8 0.30 3 7.000 5.863 8.68 11 14.900 dist,in 18.00 6 0.917 edge 8 0.14 2 7.000 8.821 PR �.J cover slab with access 2 IJ' Pi tool 11 Lai R1 1 Fa reinf details geometry reinforcing requirements shear flex see table zone width As type Mu bar size quan spac,in bar len CL -0.458 T&S 0.15 1 0.917 0.917 edge 0 4 0.14 2 7.000 15.438 CR 1.000 dist (%) 0.56 2a 2.000 none 4 0.00 0 0.000 0.000 zone Vu/ft edge 2b 2.000 T&S 4 0.30 3 7.000 12.521 1L 0.917 0.000 none 0 3 6.258 3.661 flex 62.261 8 7.53 10 7.733 15.438 1R 1.917 0.000 max spacing 4 0.917 edge 8 0.14 2 7.000 8.821 3L 3.661 28.277 flex see table 5a 2.000 none 8 0.00 0 0.000 0.000 3R 4.661 26.165 T&S,in 18.00 5b 2.000 T&S 8 0.30 3 7.000 5.863 dist,in 18.00 6 12.875 dist (%) 8 8.68 11 14.900 8.821 cover slab with access 3 reinf details geometry reinforcing requirements shear flex see table zone width As type Mu bar size quan spac,in bar len CL 1.000 T&S 0.15 1 5.175 3.661 flex 62.261 8 6.23 8 8.086 15.438 CR -0.833 dist (%) 0.56 2a 2.000 T&S 4 0.30 3 7.000 12.521 zone Vu/ft edge 2b 2.000 none 4 0.00 0 0.000 0.000 1L 4.661 26.165 none 0 3 2.000 2.000 flex 101.86 8 4.06 6 3.700 15.438 1R 3.661 28.277 max spacing 4 12.875 dist (%) 8 14.65 19 8.278 8.717 3L 3.000 23.879 flex see table 5a 2.000 T&S 8 0.30 3 7.000 4.779 3R 2.000 29.888 T&S,in 18.00 5b 2.000 none 8 0.00 0 0.000 0.000 dist,in 18.00 6 0.917 edge 8 0.14 2 7.000 8.717 Lai Lod Lid Lod Lad 11 t11 W Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 47 of 69 Oldcastle Precast © 2018 cover slab with access 4 reinf details geometry reinforcing requirements shear flex see table zone width As type Mu bar size quan spac,in bar len CL -0.458 T&S 0.15 1 5.175 3.661 flex 62.261 8 6.23 8 8.086 15.438 CR 1.000 dist (%) 0.56 2a 2.000 none 4 0.00 0 0.000 0.000 zone Vu/ft edge 2b 2.000 T&S 4 0.30 3 7.000 12.521 1L 3.661 28.277 none 0 3 2.000 2.000 flex 101.86 8 4.06 6 3.700 15.438 1R 4.661 26.165 max spacing 4 0.917 edge 8 0.14 2 7.000 8.717 3L 2.000 29.888 flex see table 5a 2.000 T&S 8 0.30 3 7.000 4.779 3R 3.000 23.879 T&S,in 18.00 5b 2.000 none 8 0.00 0 0.000 0.000 dist,in 18.00 6 12.875 dist (%) 8 14.65 19 8.278 8.717 cover slab with access 5 reinf details geometry reinforcing requirements shear flex see table zone width As type Mu bar size quan spac,in bar len CL 2.500 T&S 0.15 1 3.258 3.258 flex 74.876 8 4.76 7 5.600 15.438 CR -0.833 dist (%) 0.56 2a 5.000 T&S 4 0.76 5 10.667 4.521 zone Vu/ft edge 2b 5.000 none 4 0.00 0 0.000 0.000 1L 5.758 29.028 none 0 3 0.917 0.917 edge 0 4 0.14 2 7.000 15.438 1R 3.258 33.832 max spacing 4 4.875 dist (%) 8 3.99 6 10.600 8.821 3L 3.417 0.000 flex see table 5a 10.000 T&S 8 1.51 8 13.778 2.863 3R 0.917 0.000 T&S,in 18.00 5b 10.000 none 8 0.00 0 0.000 0.000 dist,in 18.00 6 0.917 edge 8 0.14 2 7.000 8.821 cover slab with access 6 reinf details geometry reinforcing requirements shear flex see table zone width As type Mu bar size quan spac,in bar len CL -0.458 T&S 0.15 1 6.258 3.661 flex 62.261 8 7.53 10 7.733 15.438 CR 1.000 dist (%) 0.56 2a 2.000 none 4 0.00 0 0.000 0.000 zone Vu/ft edge 2b 2.000 T&S 4 0.30 3 7.000 12.521 1L 3.661 28.277 none 0 3 0.917 0.917 edge 0 4 0.14 2 7.000 15.438 1R 4.661 26.165 max spacing 4 0.917 edge 8 0.14 2 7.000 8.821 3L 0.917 0.000 flex see table 5a 2.000 T&S 8 0.30 3 7.000 5.863 3R 1.917 0.000 T&S,in 18.00 5b 2.000 none 8 0.00 0 0.000 0.000 dist,in 18.00 6 12.875 dist (%) 8 8.68 11 14.900 8.821 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 48 of 69 Oldcastle Precast © 2018 r H3 H4 Lai Lid 71 W 1 MA 1.1 1111 uw uw Rd ww 1.1 fnl 1,11 1 Ii use soil friction? yes Oldcastle Precast® Date: 08/22/18 bouyancy W1= L1= W2= L2= W3= L3= H1= H2= H3= H4= • H1 H2 1 soil 2 3 0.120 kcf overall width of vault= 47.000 ft overall length of vault= 183.500 ft overall width of base= 48.000 ft overall length of base= 184.500 ft overall width of soil wedge= 54.861 ft overall length of soil wedge, 184.500 ft average depth of fill= 1.458 ft top of footing - grade= 10.292 ft bottom of footing - grade= 11.125 ft water table above footing= 2.833 ft buoyant force Fb= (W2)(L2)((H4)(.0624)= buoyant force resisting forces soil 1 1 vault= soil 1=((W2)(L2)((H2)-(W1)(L1)(H2-H1))(gs)= soil 2=((((W2)(L2)+(W3)(L3))(.5)))-((W2)(L2)))(H2)(gs)= 5= W1 x L1 W2 x L2 0.00 kip 3319.3 kip 1795.2 kip 781.7 kip 5896.1 kip saftey factor= 3.776 elevations grade top of vault floor bottom of footing water table 27.500 26.167 17.500 16.667 19.500 11 111 Lod 0 Oldcastle Precast' Date: 08/22/18 i11 top wall connections ml design will use punching shear capacity, steel plate shear capacity and anchor capacoty per ACI -318-11 appendix D Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 49 of 69 r Oldcastle Precast © 2018 connections/side wall 4 tributary area= 4.588 ft Pia connections/end wall 2 tributary area= 7.333 ft top reaction due to soil pressure P1 0.000 kip P2, side wall= (2.857)(4.588)= 13.105 kip P2, end wall= (2.857)(7.333)= 20.949 kip P3= 4.176 kip top reaction due internal water pressure P1= 0.000 kip P2, side wall= -1.6((((.0624)(7.0002)12)((7.667-0.500-(2(7.000)/3)))/(7.667))(4.588)= -3.659 kip P2, end wall= -1.6((((.0624)(7.0002)/2)((7.667-0.500-(2(7.000)/3)))/(7.667))(7.333)= -5.849 kip Lmi P3= 0.000 kip P2 - soil pressure resisted by punching shear, plate shear 0= 0.75 fc= 7000 psi 7 bo I+d+2(h+d/2)= 36.000 in h 10.000 in Vc= 4(fc)12bod= 48.192 kip 1 8.000 in OVc= 36.144 kip d 4.000 in shear strength of plate 0= 0.9 Vn pl= .6FyAw= 43.200 kip Fy= 36 ksi plate ril Vn bar= .6FyAw= 14.400 kip b= 8.000 in plate Vn tot= 57.600 kip t= 0.25 in plate Fy= 60 ksi rebar • 4Vn= 51.840 kip Aw 0.4 rebar komi P2 - water pressure - resisted by punching shear, plate shear bo I+d+2(h+d/2)= PR Vc= 4(fc)112bad= 4Vc= O= 0.75 fc= 7000 psi 32.000 in h 10.000 in 21.418 kip 1 8.000 in 16.064 kip d 2.000 in P3 - shear wall - resisted by plate shear PI same as P2 soil pressure plate shear Ii CVs= 51.840 kip top slab connections fal wi P2 soil controlled by plate shear= FIN 51.840 kip zi Lai W 111 �01dcttePrecast ° Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 50 of 69 Oldcastle Precast © 2018 P2 water controlled by plate shear, concrete punching shear 51.840 kip punching shear 0= 0.75 fc= 7000 psi bo I+d+2(h+d/2)= 24.000 in h 5.000 in Vc= 4(fc)112bod= 24.096 kip 1 8.000 in (1)Vc= 18.072 kip d 3.000 in P3 shear controlled by plate shear 51.840 kip • bottom wall connection bottom reaction due to soil pressure rat P1 tad P2, side wall= (3.858)(4.588)= • P2, end wall= (3.858)(7.333)= P3= 2.229 kip 17.697 kip 28.290 4.176 kip • bottom reaction due internal water pressure ▪ P1= 0.000 kip P2, side wall= -((1.6)(7.000)(.0624)(5)(4.588)-3.659)= -7.562 kip P2, end wall= -((1.6)(7.000)(.0624)(5)(7.333)-5.849)= -12.089 pa P3= 0.000 kip P1 P2 h., P1 - tension capacty - resisted by #6 anchor bars 11 steel strength of anchor bars in tension (Nsa) D6.2.9 4= 0.75 ► As= 0.44 Vn= n(As)(fy)= 52.800 kip fy 60 ksi fla OVn=39.600 kip n= 2 ea P2 - soil -resisted by punching shear strength of concrete, shear strength of plate, weld strength concrete punching shear strength (1)= 0.75 °.• fc= 7000 psi bo l+d+2(h+d/2)= 40.000 in h 10.000 in Vc= 4(fc)112bod= 73.626 kip 1 9.000 in 4)Vc= 55.220 kip d 5.500 in • shear strength of plate 0= 0.9 Vn= .6FyAw= 48.600 kip Fy= 36 ksi ▪ On= 43.740 kip b= 9.000 in t= 0.25 in weld strength ;Ea see page xx fTli Oidcas to Precast* Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 51 of 69 Oldcastle Precast © 2018 P2 - water -resisted by steel tension strength, concrete breakout, pullout, and concrete side -face blowout 0= 0.75 '� steel strength of anchor in tension (Nsa) D5.1.2 Ase,v= 0.44 Nsa= n(Ase,N)(futa)= 52.800 kip futa= 60 ksi 4)Nsa= 39.600 kip n= 2 ea !ri concrete breakout strength of anchor in tension (Nog) D5.2.1 (13i= 0.75 fc= 7000 psi ANco= (9hef)2= 310.641 het= 5.875 in iiii ANc - (cal +s+1.5hef)(2(1.5hef))- 291.914 1.5hef= 8.813 in 6E1 Nb= kcf'c1/2hef15= 28.594 kip s= 5.500 in Ncbg ANc/ANCOWec.NWed.NVc.NWco.N 26.084 kip cal= 2.250 in PR (1)116a 19.563 kip rill Lai Ca,min= kc= Vec.N= Wed N= 2.250 in 24 1.00 Wc.N= 0.78 Vco.N- 1.25 1.00 rim pullout strength of cast -in anchor in tension (Nan) D5.3.1 1 Np Nan= 4)N„= n4)Non= lug 8Abrgfc Vc.PNo 0= 0.75 in 44.240 kip fc= 7000 psi 61.936 kip Abrq= 0.79 46.452 kip yfc = 1.4 92.904 kip n= 2 ea concrete side -face blow strength of a headed anchor in tension (Nsb) Nsb= (160)(Cai)(Abra)1/2(fC)1/2= Nsbq (1+s/6Cat)Nsb= 4)Nsbo= 1:0= 0.75 in 26.771 kip fc= 7000 psi 37.678 kip Abrg= 0.79 28.258 kip Cal= 2.250 in s= 5.500 in P3 - resisted by steel shear strength concrete breakout strength, concrete pryout strength (0= 0.75 steel strength in shear (Vsa) D6.1.2 Ase,v= 0.44 int futa= 60 ksi Vsa= n(Ase,v)(futa)= 52.800 kip db= 0.75 in 4)Vsa= 39.600 kip n= 2 ea concrete breakout strength of anchor in shear (Vcbg) D6.2.1 (0= 0.75 in re= 7000 psi will be 2 x the perpendicular shear strength see - RD.6.2.1(c) ca, 5.500 in 1.5ca, 8.250 in 7 Av.= 4.5(Caf)2=136.1 int db= 0.750 in Avg (Cat+Ca3)(1.5Cat)= 136.13 int le 6.000 in Vb= 8(le/da)o.2(da)1/2(fc)1/2(cat)'s= 11.333 kip ca2 8.250 in Vcbg= AVCAVcoWec.VVed.VWc.VVh.V 15.866 kip ca3 8.250 in �Vcba oero= 11.899 kip Vec.v= 1.000 Vc.v= $Vcba para= 23.799 kip Ved.V= 1.000 Wco.V= 1.400 1.000 r1 Product: d t Detention ane Panel Vault rri Qtdcastte Precast® Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE iri • concrete pryout strength of anchor in shear Page 52 of 69 Oldcastle Precast © 2018 $= 0.75 114 first calculate the concrete breakout strength of anchor in tension fn 7000 psi ,„.1 concrete breakout strength of anchor in tension (Nog) D5.2.1 hef= 5.625 in 1.5hef= 8.438 in In ANco= (9hef)2= 284.766 int s= 4.000 in i ANS (Cal+s+l.5hef)(2(1.5hef))= 235.195 int Cal= 1.500 in Nb= kcfc112hef1.5= 26.788 kip Cat= 8.438 in 1111 Ncbg- ANcIANcoNfec.N1Ved,NWc.NWco.N Nb= 20.834 kip ;pin= 1.500 in ✓ Vcp keeNceg 41.669 kip kJ. 24 (Wee 31.252 kip kip= 2 ral yreo N= 1.00 Wc.N= 1.25 `mi Wed.N= 0.75 Wco.N= 1.00 ra design fillet weld force on weld side wall: I(42.9472+1.3282)= 18.183 kip force on weld end wall: I(44.8472+1.3282)= 28.597 kip fill 0= 0.75 weld strength Fw 70 a= 0.25 fn= (.6)wIWF 51.965 kip w= 0.177 On= 38.973 kip Iw= 7.000 base connection P1 - resisted by steel tension, concrete breakout strength, pullout strength, concrete side face blowout 0= 0.75 Nsa= n(Ase,N)(futa)= 52.800 kip Ase,v= 0.44 Fil futa= 60 ksi i oNsa=39.600 kip n= 2 ea 0= 0.75 "fc= 7000 psi 1" ANcn (9hef)2= 310.641 hef= 5.875 in ANc (Cal+1.5hef)((2)(1.5hef)+s)= 416.391 1.5hef= 8.813 in WI Nb= kcfc112hef15= 28.594 kip s= 6.000 in `mr Ncbg- ANcIANcoWec.NWed.NWc.NWco.N Nb= 43.017 kip cal= 8.813 in F, 0Noba 32.263 kip Cat= 8.813 in ✓ Ca,min 5.813 In ice= 24 Wec.N= 1.00 1.25 Fall,.. Wed.N= 0.90 1.00 Ri uNa Ofdcastle Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 53 of 69 Oldcastle Precast © 2018 fii . pullout strength of cast -in anchor in tension (Npn) D5.3.1 0.75 in 7000 psi pa Np 8Abrgfc 44.240 kip 0.79 i Npn= yrs PN0= 61.936 kip 1.4 Opf 46.452 kip n= 2 ea • n4N„= 92.904 kip concrete side -face blow strength of a headed anchor in tension (Nsb) D5.4.2 Nsb= hef < 2.5C81 NA ▪ P2 - soil - resisted by steel shear strength Lad Vsa= 0.75 Ase,v= 0.44 52.800 kip futa= 60 ksi 39.600 kip n= 2 ea P2 - water - resisted by steel shear strength, concrete breakout, pryout 39.600 kip pi concrete breakout strength of anchor in shear (Vcbg) D6.2.1 1 tng fil 0.75 in 208.8 7000 psi 211.50 6.813 in 15.622 kip 10.219 in 22.149 kip h= 8.000 in 16.612 kip s= 6.000 in 0.750 in le= 6.000 in ca2= 10.219 in ca3= 10.219 in 1.000 1.000 1.400 1.000 concrete pryout strength of anchor in shear (2)(32.263)= 64.525 kip 0.75 in 2 48.394 kip P3 - resisted by steel shear strength, concrete breakout strength, pryout strength 39.600 kip OldCasHe Precast* Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 54 of 69 Oldcastle Precast © 2018 will be 2 x the perpendicular shear strength see - RD.6.2.1(c) (2)(16.612)= 33.224 kip concrete pryout strength of anchor in shear same as P2 48.394 kip connection summary top of wall P2 lateral soil pressure P2 internal water pressure P3 shear wall top slab P2 P2 P3 lateral soil pressure internal water pressure shear wall bottom of wall P1 P2 P2 P3 fillet weld shear wall lateral soil pressure internal water pressure shear wall base slab P1 shear wall P2 lateral soil pressure P2 internal water pressure P3 shear wall side wall end wall load capacity load capacity 13.105 36.144 20.949 36.144 3.659 16.064 5.849 16.064 4.176 51.840 13.105 51.840 20.949 51.840 3.659 18.072 5.849 18.072 4.176 51.840 2.229 39.600 17.697 43.740 28.29 43.740 7.562 19.563 12.089 19.563 4.176 23.799 18.183 38.973 28.597 38.973 2.229 32.263 17.697 39.600 28.29 39.600 7.562 16.612 12.089 16.612 4.176 33.224 "4 LAO 111 Product: Detention Panel Vault Oldcastfe Precast' Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Page 55 of 69 rr Oldcastle Precast © 2018 Low load case 1 Tess than 2'-0" soil - perpendicular design truck P= 16 kip IM= 1.275 % t41 E trans E long 12 8.767 2.833 13 9.317 2.833 ►� 14 9.867 2.833 15 10.417 2.833 16 10.967 2.833 17 11.517 2.833 18 12.067 2.833 19 12.617 2.833 "'' 20 13.167 2.833 21 13.717 2.833 22 14.267 2.833 23 14.817 2.833 24 15.367 2.833 11-11 25 15.917 2.833 26 16.467 2.833 27 17.017 2.833 28 17.567 2.833 29 18.117 2.833 30 18.667 2.833 E trans P1 wl al b1 8.767 16.000 0.821 2.833 3.167 9.317 16.000 0.773 2.833 3.167 9.867 16.000 0.730 2.833 3.167 10.417 16.000 0.691 2.833 3.167 10.967 16.000 0.657 2.833 3.167 11.517 16.000 0.625 2.833 3.167 12.067 16.000 0.597 2.833 3.167 12.617 16.000 0.571 2.833 3.167 13.167 16.000 0.547 2.833 3.167 13.717 16.000 0.525 2.833 3.167 14.267 32.000 1.009 2.833 3.167 14.817 32.000 0.972 2.833 3.167 15.367 32.000 0.937 2.833 3.167 15.917 32.000 0.905 2.833 3.167 16.467 32.000 0.874 2.833 3.167 17.017 32.000 0.846 2.833 3.167 17.567 32.000 0.820 2.833 3.167 18.117 32.000 0.795 2.833 3.167 18.667 32.000 0.771 2.833 3.167 P2 w2 a2 b2 16.000 0.821 2.833 1.167 16.000 0.773 2.833 1.167 16.000 0.730 2.833 1.167 16.000 0.691 2.833 1.167 16.000 0.657 2.833 1.167 16.000 0.625 2.833 1.167 16.000 0.597 2.833 1.167 16.000 0.448 2.833 1.167 16.000 0.547 2.833 1.167 16.000 0.525 2.833 1.167 32.000 1.009 2.833 1.167 32.000 0.972 2.833 1.167 32.000 0.937 2.833 1.167 32.000 0.905 2.833 1.167 32.000 0.874 2.833 1.167 32.000 0.846 2.833 1.167 32.000 0.820 2.833 1.167 32.000 0.623 2.833 1.167 32.000 0.771 2.833 1.167 P3 w3 a3 b3 P4 w4 a4 16.000 0.821 2.833 3.167 16.000 0.821 2.833 16.000 0.773 2.833 3.167 16.000 0.773 2.833 16.000 0.730 2.833 3.167 16.000 0.730 2.833 16.000 0.691 2.833 3.167 16.000 0.691 2.833 16.000 0.657 2.833 3.167 16.000 0.657 2.833 16.000 0.625 2.833 3.167 16.000 0.625 2.833 16.000 0.597 2.833 3.167 16.000 0.597 2.833 16.000 0.448 2.833 3.167 16.000 0.448 2.833 16.000 0.547 2.833 3.167 16.000 0.547 2.833 16.000 0.525 2.833 3.167 16.000 0.525 2.833 32.000 1.009 2.833 3.167 32.000 1.009 2.833 32.000 0.972 2.833 3.167 32.000 0.972 2.833 32.000 0.937 2.833 3.167 32.000 0.937 2.833 32.000 0.905 2.833 3.167 32.000 0.905 2.833 32.000 0.874 2.833 3.167 32.000 0.874 2.833 32.000 0.846 2.833 3.167 32.000 0.846 2.833 32.000 0.820 2.833 3.167 32.000 0.820 2.833 32.000 0.623 2.833 3.167 32.000 0.623 2.833 32.000 0.771 2.833 3.167 32.000 0.771 2.833 load case 2 less than 2'-0" soil - perpendicular design tandem P= 25 kip IM= 1.275 % LmiI E trans E long 12 8.767 2.833 13 9.317 2.833 14 9.867 2.833 15 10.417 2.833 1(11 16 10.967 2.833 17 11.517 2.833 18 12.067 2.833 19 12.617 2.833 20 13.167 2.833 21 13.717 2.833 22 14.267 2.833 23 14.817 2.833 24 15.367 2.833 25 15.917 2.833 26 16.467 2.833 Iq 27 17.017 2.833 28 17.567 2.833 29 18.117 2.833 30 18.667 2.833 E trans P1 w1 al bl 8.767 25 1.283 2.833 3.167 9.317 25 1.208 2.833 3.167 9.867 25 1.140 2.833 3.167 10.417 25 1.080 2.833 3.167 10.967 25 1.026 2.833 3.167 11.517 25 0.977 2.833 3.167 12.067 25 0.932 2.833 3.167 12.617 25 0.699 2.833 3.167 13.167 25 0.854 2.833 3.167 13.717 25 0.820 2.833 3.167 14.267 25 10.789 2.833 3.167 14.817 25 0.759 2.833 3.167 15.367 25 0.732 2.833 3.167 15.917 25 0.707 2.833 3.167 16.467 25 0.683 2.833 3.167 17.017 25 0.661 2.833 3.167 17.567 25 0.640 2.833 3.167 18.117 25 0.487 2.833 3.167 18.667 25 0.603 2.833 3.167 P2 w2 a2 b2 25 1.283 2.833 1.167 25 1.208 2.833 1.167 25 1.140 2.833 1.167 25 1.080 2.833 1.167 25 1.026 2.833 1.167 25 0.977 2.833 1.167 25 0.932 2.833 1.167 25 0.699 2.833 1.167 25 0.854 2.833 1.167 25 0.820 2.833 1.167 25 0.789 2.833 1.167 25 0.759 2.833 1.167 25 0.732 2.833 1.167 25 0.707 2.833 1.167 25 0.683 2.833 1.167 25 0.661 2.833 1.167 25 0.640 2.833 1.167 25 0.487 2.833 1.167 25 0.603 2.833 1.167 P3 w3 a3 b3 25 1.283 2.833 3.167 25 1.208 2.833 3.167 25 1.140 2.833 3.167 25 1.080 2.833 3.167 25 1.026 2.833 3.167 25 0.977 2.833 3.167 25 0.932 2.833 3.167 25 0.699 2.833 3.167 25 0.854 2.833 3.167 25 0.820 2.833 3.167 25 0.789 2.833 3.167 25 0.759 2.833 3.167 25 0.732 2.833 3.167 25 0.707 2.833 3.167 25 0.683 2.833 3.167 25 0.661 2.833 3.167 25 0.640 2.833 3.167 25 0.487 2.833 3.167 25 0.603 2.833 3.167 P4 w4 a4 25 1.283 2.833 25 1.208 2.833 25 1.140 2.833 25 1.080 2.833 25 1.026 2.833 25 0.977 2.833 25 0.932 2.833 25 0.699 2.833 25 0.854 2.833 25 0.820 2.833 25 0.789 2.833 25 0.759 2.833 25 0.732 2.833 25 0.707 2.833 25 0.683 2.833 25 0.661 2.833 25 0.640 2.833 25 0.487 2.833 25 0.603 2.833 14 .AW Product: Detention Panel Vault rri Precast. P I ecast. Customer: Key Construction Project: Element by Westin Hotel Lad Date: 08/22/18 By: S.C. Hiester,PE Page 56 of 69 Oldcastle Precast © 2018 load case 3 less than 2'-0" soil - parallel design truck P= 32 kip E trans E long 12 8.767 2.833 RA 13 9.317 2.833 14 9.867 2.833 15 10.417 2.833 16 10.967 2.833 '®r 17 11.517 2.833 18 12.000 2.833 PR 19 12.000 2.833 'al 20 12.000 2.833 21 12.000 2.833 22 12.000 2.833 23 12.000 2.833 24 12.000 2.833 25 12.000 2.833 26 12.000, 2.833 27 12.000 2.833 28 12.000 2.833 29 12.000 2.833 Iq 30 12.000 2.833 E trans P1 w1 al bl 8.767 8 0.411 2.8333 11.167 9.317 8 0.386 2.8333 11.167 9.867 8 0.365 2.8333 11.167 10.417 8 0.346 2.8333 11.167 10.967 8 0.319 2.8333 11.167 11.517 8 0.313 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.235 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.300 2.8333 11.167 12.000 8 0.235 2.8333 11.167 12.000 8 0.300 2.8333 11.167 P2 w2 a2 b2 32 1.643 2.8333 11.167 32 1.546 2.8333 11.167 32 1.459 2.8333 11.167 32 1.382 2.8333 11.167 32 1.313 2.8333 11.167 32 1.250 2.8333 11.167 32 1.200 2.8333 11.167 32 0.941 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 1.200 2.8333 11.167 32 0.941 2.8333 11.167 32 1.200 2.8333 11.167 IM= 1.275 % P3 w3 a3 32 1.643 2.8333 32 1.546 2.8333 32 1.459 2.8333 32 1.382 2.8333 32 1.313 2.8333 32 1.250 2.8333 32 1.200 2.8333 32 0.941 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 1.200 2.8333 32 0.941 2.8333 32 1.200 2.8333 load case 4 less than 2'-0" soil - parallel design tandem P= 25 kip IM= 1.275 % Int _ E trans E long 12 8.767 2.833 13 9.317 2.833 Lmi 14 9.867 2.833 15 10.417 2.833 7 16 10.967 2.833 17 11.517 2.833 18 12.000 2.833 19 12.000 2.833 20 12.000 2.833 21 12.000 2.833 22 12.000 2.833 23 12.000 2.833 24 12.000 2.833 25 12.000 2.833 26 12.000 2.833 27 12.000 2.833 28 12.000 2.833 29 12.000 2.833 30 12.000 2.833 E trans P1 w1 al b1 8.767 25 1.283 2.8333 1.167 9.317 25 1.208 2.8333 1.167 9.867 25 1.140 2.8333 1.167 10.417 25 1.080 2.8333 1.167 10.967 25 0.998 2.8333 1.167 11.517 25 0.977 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.735 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.938 2.8333 1.167 12.000 25 0.735 2.8333 1.167 12.000 25 0.938 2.8333 1.167 P2 w2 a2 25 1.283 2.8333 25 1.208 2.8333 25 1.140 2.8333 25 1.080 2.8333 25 1.026 2.8333 25 0.977 2.8333 25 0.938 2.8333 25 0.735 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.938 2.8333 25 0.735 2.8333 25 0.938 2.8333 0 W W f[1 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 57 of 69 Oldcastle Precast © 2018 load case 5 greater than 2'-0" soil - perpendicular design truck P= 16 kip IM= 1.275 % depth of fill= 1.333 ft ful 1.1 E trans E long 12 3.087 3.920 13 3.147 3.980 kir 14 3.207 4.040 15 3.267 4.100 16 3.327 4.160 Lar 17 3.387 4.220 18 3.447 4.280 19 3.507 4.340 20 3.567 4.400 21 3.627 4.460 22 3.687 4.520 • 23 3.747 4.580 • 24 3.807 4.640 25 3.867 4.700 tir 26 3.927 4.760 27 3.987 4.820 28 4.047 4.880 29 4.107 4.940 30 4.167 5.000 E trans P1 w1 a1 b1 3.087 16.00 1.686 3.920 2.080 3.147 16.00 1.629 3.980 2.020 3.207 16.00 1.575 4.040 1.960 3.267 16.00 0.929 4.100 1.900 3.327 16.00 1.474 4.160 1.840 3.387 16.00 1.427 4.220 1.780 3.447 16.00 1.383 4.280 1.720 3.507 16.00 1.051 4.340 1.660 3.567 16.00 1.300 4.400 1.600 3.627 16.00 1.261 4.460 1.540 3.687 16.00 1.224 4.520 1.480 3.747 16.00 1.189 4.580 1.420 3.807 16.00 1.155 4.640 1.360 3.867 16.00 1.123 4.700 1.300 3.927 16.00 1.091 4.760 1.240 3.987 16.00 1.062 4.820 1.180 4.047 16.00 1.033 4.880 1.120 4.107 16.00 0.789 4.940 1.060 4.167 16.00 0.979 5.000 1.000 P2 w2 a2 b2 32.000 1.669 7.920 2.080 32.000 1.625 7.980 2.020 32.000 1.583 8.040 1.960 32.000 1.542 8.100 1.900 32.000 1.503 8.160 1.840 32.000 1.466 8.220 1.780 32.000 1.430 8.280 1.720 32.000 1.395 8.340 1.660 32.000 1.362 8.400 1.600 32.000 1.330 8.460 1.540 32.000 1.299 8.520 1.480 32.000 1.269 8.580 1.420 32.000 1.241 8.640 1.360 32.000 1.213 8.700 1.300 32.000 1.186 8.760 1.240 32.000 1.160 8.820 1.180 32.000 1.135 8.880 1.120 32.000 1.111 8.940 1.060 32.000 1.088 9.000 1.000 P3 w3 a3 16.000 1.686 3.920 16.000 1.629 3.980 16.000 1.575 4.040 16.000 1.523 4.100 16.000 1.474 4.160 16.000 1.427 4.220 16.000 1.383 4.280 16.000 1.340 4.340 16.000 1.300 4.400 16.000 1.261 4.460 16.000 1.224 4.520 16.000 1.189 4.580 16.000 1.155 4.640 16.000 1.123 4.700 16.000 1.091 4.760 16.000 1.062 4.820 16.000 1.033 4.880 16.000 1.006 4.940 16.000 0.979 5.000 6 14 3.142 10.823 3.090 10.771 3.038 10.719 2.986 10.667 2.933 10.614 2.881 10.562 2.829 10.510 2.777 10.458 2.725 10.406 2.672 10.354 2.620 10.301 2.568 10.249 2.516 10.197 2.464 10.145 2.412 10.093 2.359 10.041 2.307 9.988 2.255 9.936 2.203 9.884 load case 6 greater than 2'-0" soil - perpendicular design tandem P= 12.5 kip IM= 1.275 % depth of fill= 1.333 ft E trans E long 12 3.087 3.920 13 3.147 3.980 14 3.207 4.040 15 3.267 4.100 16 3.327 4.160 ▪ 17 3.387 4.220 18 3.447 4.280 19 3.507 4.340 kid 20 3.567 4.400 21 3.627 4.460 1.1 22 3.687 4.520 23 3.747 4.580 24 3.807 4.640 25 3.867 4.700 26 3.927 4.760 li 27 3.987 4.820 28 4.047 4.880 29 4.107 4.940 MI 30 4.167 5.000 E trans P1 7.087 25.000 7.147 25.000 7.207 25.000 7.267 25.000 7.327 25.000 7.387 25.000 7.447 25.000 7.507 25.000 7.567 25.000 7.627 25.000 7.687 25.000 7.747 25.000 7.807 25.000 7.867 25.000 7.927 25.000 7.987 25.000 8.047 25.000 8.107 25.000 8.167 25.000 w1 al b1 1.147 3.920 2.080 1.121 3.980 2.020 1.095 4.040 1.960 1.070 4.100 1.900 1.046 4.160 1.840 1.023 4.220 1.780 1.000 4.280 1.720 0.978 4.340 1.660 0.957 4.400 1.600 0.937 4.460 1.540 0.917 4.520 1.480 0.898 4.580 1.420 0.880 4.640 1.360 0.862 4.700 1.300 0.845 4.760 1.240 0.828 4.820 1.180 0.812 4.880 1.120 0.796 4.940 1.060 0.781 5.000 1.000 P2 wl a2 b2 50.000 1.136 7.920 2.080 50.000 1.118 7.980 2.020 50.000 1.100 8.040 1.960 50.000 1.083 8.100 1.900 50.000 1.066 8.160 1.840 50.000 1.050 8.220 1.780 50.000 1.034 8.280 1.720 50.000 1.018 8.340 1.660 50.000 1.003 8.400 1.600 50.000 0.988 8.460 1.540 50.000 0.973 8.520 1.480 50.000 0.959 8.580 1.420 50.000 0.945 8.640 1.360 50.000 0.931 8.700 1.300 50.000 0.918 8.760 1.240 50.000 0.905 8.820 1.180 50.000 0.892 8.880 1.120 50.000 0.880 8.940 1.060 50.000 0.867 9.000 1.000 P3 w3 a3 25.000 1.147 3.920 25.000 1.121 3.980 25.000 1.095 4.040 25.000 1.070 4.100 25.000 1.046 4.160 25.000 1.023 4.220 25.000 1.000 4.280 25.000 0.978 4.340 25.000 0.957 4.400 25.000 0.937 4.460 25.000 0.917 4.520 25.000 0.898 4.580 25.000 0.880 4.640 25.000 0.862 4.700 25.000 0.845 4.760 25.000 0.828 4.820 25.000 0.812 4.880 25.000 0.796 4.940 25.000 0.781 5.000 6 3.142 3.090 3.038 2.986 2.933 2.881 2.829 2.777 2.725 2.672 2.620 2.568 2.516 2.464 2.412 2.359 2.307 2.255 2.203 Product: Detention Panel Vault Oldcastte Precast® Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Page 58 of 69 Oldcastle Precast © 2018 load case 7 greater than 2'-0" soil - parallel design truck P= 16 kip IM= 1.275 % depth of fill 1.333 ft E trans E long 12 3.920 3.087 13 3.980 3.147 14 4.040 3.207 15 4.100 3.267 16 4.160 3.327 ' 17 4.220 3.387 18 4.280 3.447 19 4.340 3.507 Lai 20 4.400 3.567 21 4.460 3.627 lal 22 4.520 3.687 23 4.580 3.747 ▪ 24 4.640 3.807 25 4.700 3.867 26 4.760 3.927 27 4.820 3.987 28 4.880 4.047 29 4.940 4.107 30 5.000 4.167 E trans P1 w1 al bl P2 w1 a2 b2 P3 w3 a3 7.920 8.00 0.417 3.087 10.913 32.000 1.669 3.087 10.913 32.000 1.67 3.087 7.980 8.00 0.406 3.147 10.853 32.000 1.625 3.147 10.853 32.000 1.62 3.147 8.040 8.00 0.396 3.207 10.793 32.000 1.583 3.207 10.793 32.000 1.58 3.207 8.100 8.00 0.385 3.267 10.733 32.000 1.542 3.267 10.733 32.000 1.54 3.267 8.160 8.00 0.376 3.327 10.673 32.000 1.503 3.327 10.673 32.000 1.50 3.327 8.220 8.00 0.366 3.387 10.613 32.000 1.466 3.387 10.613 32.000 1.47 3.387 8.280 8.00 0.357 3.447 10.553 32.000 1.430 3.447 10.553 32.000 1.43 3.447 8.340 8.00 0.349 3.507 10.493 32.000 1.395 3.507 10.493 32.000 1.40 3.507 8.400 8.00 0.340 3.567 10.433 32.000 1.362 3.567 10.433 32.000 1.36 3.567 8.460 8.00 0.332 3.627 10.373 32.000 1.330 3.627 10.373 32.000 1.33 3.627 8.520 8.00 0.325 3.687 10.313 32.000 1.299 3.687 10.313 32.000 1.30 3.687 8.580 8.00 0.317 3.747 10.253 32.000 1.269 3.747 10.253 32.000 1.27 3.747 8.640 8.00 0.310 3.807 10.193 32.000 1.241 3.807 10.193 32.000 1.24 3.807 8.700 8.00 0.303 3.867 10.133 32.000 1.213 3.867 10.133 32.000 1.21 3.867 8.760 8.00 0.297 3.927 10.073 32.000 1.186 3.927 10.073 32.000 1.19 3.927 8.820 8.00 0.290 3.987 10.013 32.000 1.160 3.987 10.013 32.000 1.16 3.987 8.880 8.00 0.284 4.047 9.953 32.000 1.135 4.047 9.953 32.000 1.14 4.047 8.940 8.00 0.278 4.107 9.893 32.000 1.111 4.107 9.893 32.000 1.11 4.107 9.000 8.00 0.272 4.167 9.833 32.000 1.088 4.167 9.833 32.000 1.09 4.167 6 14 3.142 10.823 3.090 10.771 3.038 10.719 2.986 10.667 2.933 10.614 2.881 10.562 2.829 10.510 2.777 10.458 2.725 10.406 2.672 10.354 2.620 10.301 2.568 10.249 2.516 10.197 2.464 10.145 2.412 10.093 2.359 10.041 2.307 9.988 2.255 9.936 2.203 9.884 Toad case 8 greater than 2'-0" soil - parallel design tandem P= 12.5 kip IM= 1.275 % depth of fill= 1.333 ft i7 E trans E long 12 3.920 7.087 ▪ 13 3.980 7.147 ▪ 14 4.040 7.207 15 4.100 7.267 ▪ 16 4.160 7.327 ▪ 17 4.220 7.387 18 4.280 7.447 19 4.340 7.507 20 4.400 7.567 21 4.460 7.627 22 4.520 7.687 23 4.580 7.747 24 4.640 7.807 25 4.700 7.867 26 4.760 7.927 27 4.820 7.987 28 4.880 8.047 29 4.940 8.107 Al 30 5.000 8.167 E trans P1 w1 al bl 7.920 50.000 1.136 7.087 0.000 7.980 50.000 1.118 7.147 0.000 8.040 50.000 1.100 7.207 0.000 8.100 50.000 1.083 7.267 0.000 8.160 50.000 1.066 7.327 0.000 8.220 50.000 1.050 7.387 0.000 8.280 50.000 1.034 7.447 0.000 8.340 50.000 1.018 7.507 0.000 8.400 50.000 1.003 7.567 0.000 8.460 50.000 0.988 7.627 0.000 8.520 50.000 0.973 7.687 0.000 8.580 50.000 0.959 7.747 0.000 8.640 50.000 0.945 7.807 0.000 8.700 50.000 0.931 7.867 0.000 8.760 50.000 0.918 7.927 0.000 8.820 50.000 0.905 7.987 0.000 8.880 50.000 0.892 8.047 0.000 8.940 50.000 0.880 8.107 0.000 9.000 50.000 0.867 8.167 0.000 6 3.142 3.090 3.038 2.986 2.933 2.881 2.829 2.777 2.725 2.672 2.620 2.568 2.516 2.464 2.412 2.359 2.307 2.255 2.203 I4 Lod Loa WA lA uI lel Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 59 of 69 Oldcastle Precast © 2018 less than 2'-0" soil - perpendicular fire truck 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 E trans 8.767 9.317 9.867 10.417 10.967 11.517 12.067 12.617 13.167 13.717 14.267 14.817 15.367 15.917 16.467 17.017 17.567 18.117 18.667 E long 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 E trans 8.767 9.317 9.867 10.417 10.967 11.517 12.067 12.617 13.167 13.717 14.267 14.817 15.367 15.917 16.467 17.017 17.567 18.117 18.667 P1 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 wl 1.232 1.159 1.095 1.037 0.985 0.938 0.895 0.856 0.820 0.787 0.757 0.729 0.703 0.679 0.656 0.635 0.615 0.596 0.579 al 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 bl 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 5.167 P2 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 load case 9 P= 12 kip IM= 1.275 % w2 1.232 1.159 1.095 1.037 0.985 0.938 0.895 0.856 0.820 0.787 0.757 0.729 0.703 0.679 0.656 0.635 0.615 0.596 0.579 a2 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 less than 2'-0" soil - parallel fire truck 12 13 Lir 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 1111 30 E trans E long E trans 8.767 9.317 9.867 10.417 10.967 11.517 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 2.833 8.767 9.317 9.867 10.417 10.967 11.517 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 12.000 P1 wl al 19 0.975 2.8333 19 0.918 2.8333 19 0.867 2.8333 19 0.821 2.8333 19 0.780 2.8333 19 0.742 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 19 0.713 2.8333 b1 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 16.167 P2 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 load case 10 P= w2 1.232 1.159 1.095 1.037 0.985 0.938 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900 0.900 a2 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 2.8333 kip IM= b2 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 1.167 P3 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 24 1.275 % w3 a3 1.232 2.8333 1.159 2.8333 1.095 2.8333 1.037 2.8333 0.985 2.8333 0.938 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 0.900 2.8333 Lad Otdcastte Precast® Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Page 60 of 69 Oldcastle Precast © 2018 load case 11 greater than 2'-0" soil - perpendicular fire truck P= 12 kip IM= 1.275 % depth of fill= 1.333 ft ►J E trans E long E trans P1 w1 al bl P2 w1 a2 b2 12 3.087 3.920 7.087 24.000 1.102 3.920 4.080 24.000 0.362 11.920 4.080 13 3.147 3.980 7.147 24.000 1.076 3.980 4.020 24.000 0.357 11.980 4.020 i� 14 3.207 4.040 7.207 24.000 1.051 4.040 3.960 24.000 0.353 12.040 3.960 15 3.267 4.100 7.267 24.000 1.027 4.100 3.900 24.000 0.348 12.100 3.900 16 3.327 4.160 7.327 24.000 1.004 4.160 3.840 24.000 0.343 12.160 3.840 1.1 17 3.387 4.220 7.387 24.000 0.982 4.220 3.780 24.000 0.339 12.220 3.780 18 3.447 4.280 7.447 24.000 0.960 4.280 3.720 24.000 0.335 12.280 3.720 19 3.507 4.340 7.507 24.000 0.939 4.340 3.660 24.000 0.330 12.340 3.660 20 3.567 4.400 7.567 24.000 0.919 4.400 3.600 24.000 0.326 12.400 3.600 21 3.627 4.460 7.627 24.000 0.900 4.460 3.540 24.000 0.322 12.460 3.540 22 3.687 4.520 7.687 24.000 0.881 4.520 3.480 24.000 0.318 12.520 3.480 23 3.747 4.580 7.747 24.000 0.862 4.580 3.420 24.000 0.314 12.580 3.420 24 3.807 4.640 7.807 24.000 0.845 4.640 3.360 24.000 0.310 12.640 3.360 25 3.867 4.700 7.867 24.000 0.828 4.700 3.300 24.000 0.306 12.700 3.300 26 3.927 4.760 7.927 24.000 0.811 4.760 3.240 24.000 0.303 12.760 3.240 27 3.987 4.820 7.987 24.000 0.795 4.820 3.180 24.000 0.299 12.820 3.180 28 4.047 4.880 8.047 24.000 0.779 4.880 3.120 24.000 0.295 12.880 3.120 29 4.107 4.940 8.107 24.000 0.764 4.940 3.060 24.000 0.292 12.940 3.060 U 30 4.167 5.000 8.167 24.000 0.749 5.000 3.000 24.000 0.288 13.000 3.000 load case 12 greater than 2'-0" soil - parallel fire truck PR iJ E trans E long 12 3.920 7.087 13 3.980 7.147 14 4.040 7.207 15 4.100 7.267 16 4.160 7.327 17 4.220 7.387 18 4.280 7.447 1111 19 4.340 7.507 20 4.400 7.567 21 4.460 7.627 Rai 22 4.520 7.687 tad 23 4.580 7.747 • 24 4.640 7.807 25 4.700 7.867 ▪ 26 4.760 7.927 Pill 27 4.820 7.987 28 4.880 8.047 29 4.940 8.107 30 5.000 8.167 E trans P1 wl a1 b1 3.920 24.000 1.102 7.087 11.913 3.980 24.000 1.076 7.147 11.853 4.040 24.000 1.051 7.207 11.793 4.100 24.000 1.027 7.267 11.733 4.160 24.000 1.004 7.327 11.673 4.220 24.000 0.982 7.387 11.613 4.280 24.000 0.960 7.447 11.553 4.340 24.000 0.939 7.507 11.493 4.400 24.000 0.919 7.567 11.433 4.460 24.000 0.900 7.627 11.373 4.520 24.000 0.881 7.687 11.313 4.580 24.000 0.862 7.747 11.253 4.640 24.000 0.845 7.807 11.193 4.700 24.000 0.828 7.867 11.133 4.760 24.000 0.811 7.927 11.073 4.820 24.000 0.795 7.987 11.013 4.880 24.000 0.779 8.047 10.953 4.940 24.000 0.764 8.107 10.893 5.000 24.000 0.749 8.167 10.833 P1= 12 P2= 8.5 P2 w1 a2 b2 8.500 0.390 7.087 0 8.500 0.381 7.147 0 8.500 0.372 7.207 0 8.500 0.364 7.267 0 8.500 0.356 7.327 0 8.500 0.348 7.387 0 8.500 0.340 7.447 0 8.500 0.333 7.507 0 8.500 0.326 7.567 0 8.500 0.319 7.627 0 8.500 0.312 7.687 0 8.500 0.305 7.747 0 8.500 0.299 7.807 0 8.500 0.293 7.867 0 8.500 0.287 7.927 0 8.500 0.282 7.987 0 8.500 0.276 8.047 0 8.500 0.271 8.107 0 8.500 0.265 8.167 0 8 19 4.881 15.171 4.829 15.119 4.777 15.067 4.725 15.014 4.672 14.962 4.620 14.910 4.568 14.858 4.516 14.806 4.464 14.754 4.412 14.701 4.359 14.649 4.307 14.597 4.255 14.545 4.203 14.493 4.151 14.441 4.099 14.388 4.046 14.336 3.994 14.284 3.942 14.232 kip IM= 1.275 % depth of fill= 1.333 ft kip 8 19 4.881 15.171 4.829 15.119 4.777 15.067 4.725 15.014 4.672 14.962 4.620 14.910 4.568 14.858 4.516 14.806 4.464 14.754 4.412 14.701 4.359 14.649 4.307 14.597 4.255 14.545 4.203 14.493 4.151 14.441 4.099 14.388 4.046 14.336 3.994 14.284 3.942 14.232 111 Lae LANI W Product: Detention Panel Vault Oldcastfe Precast. Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Page 61 of 69 Oldcastle Precast © 2018 load case 13 less than 2'-0" soil outrigger 1 P= 45 kip IM= 1.15 % IT1 E trans E long 12 4.383 2.667 13 4.658 2.667 14 4.933 2.667 15 5.208 2.667 16 5.483 2.667 '.1 17 5.758 2.667 18 6.033 2.667 19 6.308 2.667 20 6.583 2.667 21 6.858 2.667 22 7.133 2.667 23 7.408 2.667 • 24 7.683 2.667 L 25 7.958 2.667 26 8.233 2.667 • 27 8.508 2.667 'L" 28 8.783 2.667 29 9.058 2.667 30 9.333 2.667 E trans P1 w1 al b1 4.383 45 4.427 2.667 0 4.658 45 4.166 2.667 0 4.933 45 3.934 2.667 0 5.208 45 3.726 2.667 0 5.483 45 3.539 2.667 0 5.758 45 3.370 2.667 0 6.033 45 3.217 2.667 0 6.308 45 3.076 2.667 0 6.583 45 2.948 2.667 0 6.858 45 2.830 2.667 0 7.133 45 2.721 2.667 0 7.408 45 2.620 2.667 0 7.683 45 2.526 2.667 0 7.958 45 2.438 2.667 0 8.233 45 2.357 2.667 0 8.508 45 2.281 2.667 0 8.783 45 2.209 2.667 0 9.058 45 2.142 2.667 0 9.333 45 2.079 2.667 0 load case 14 greater than 2'-0" soil outrigger 1 P= 45 kip IM= 1.275 % depth of fill= 1.333 ft E trans E long 12 3.753 3.753 13 3.813 3.813 61 14 3.873 3.873 15 3.933 3.933 ▪ 16 3.993 3.993 • 17 4.053 4.053 18 4.113 4.113 1111 19 4.173 4.173 20 4.233 4.233 21 4.293 4.293 22 4.353 4.353 23 4.413 4.413 Pal 24 4.473 4.473 25 4.533 4.533 26 4.593 4.593 • 27 4.653 4.653 yr 28 4.713 4.713 29 4.773 4.773 30 4.833 4.833 E trans P1 w1 al bl 3.753 45.000 3.194 3.753 0.000 3.813 45.000 3.095 3.813 0.000 3.873 45.000 2.999 3.873 0.000 3.933 45.000 2.909 3.933 0.000 3.993 45.000 2.822 3.993 0.000 4.053 45.000 2.739 4.053 0.000 4.113 45.000 2.660 4.113 0.000 4.173 45.000 2.584 4.173 0.000 4.233 45.000 2.511 4.233 0.000 4.293 45.000 2.441 4.293 0.000 4.353 45.000 2.374 4.353 0.000 4.413 45.000 2.310 4.413 0.000 4.473 45.000 2.249 4.473 0.000 4.533 45.000 2.190 4.533 0.000 4.593 45.000 2.133 4.593 0.000 4.653 45.000 2.078 4.653 0.000 4.713 45.000 2.026 4.713 0.000 4.773 45.000 1.975 4.773 0.000 4.833 45.000 1.926 4.833 0.000 ,. Product: Detention Panel Vault rni 0 Oldcastte Precast® Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Page 62 of 69 Oldcastle Precast © 2018 Tess than 2'-0" soil W E trans E long 12 4.383 2.167 13 4.658 2.167 14 4.933 2.167 15 5.208 2.167 16 5.483 2.167 17 5.758 2.167 18 6.033 2.167 19 6.308 2.167 `.1 20 6.583 2.167 21 6.858 2.167 22 7.133 2.167 kmi 23 7.408 2.167 Int 24 7.683 2.167 25 7.958 2.167 26 8.233 2.167 • 27 8.508 2.167 28 8.783 2.167 Lir 29 9.058 2.167 fli 30 9.333 2.167 outrigger 2 E trans P1 w1 al b1 4.383 45 5.449 2.167 0 4.658 45 5.127 2.167 0 4.933 45 4.841 2.167 0 5.208 45 4.586 2.167 0 5.483 45 4.356 2.167 0 5.758 45 4.148 2.167 0 6.033 45 3.959 2.167 0 6.308 45 3.786 2.167 0 6.583 45 3.628 2.167 0 6.858 45 3.483 2.167 0 7.133 45 3.348 2.167 0 7.408 45 3.224 2.167 0 7.683 45 3.109 2.167 0 7.958 45 3.001 2.167 0 8.233 45 2.901 2.167 0 8.508 45 2.807 2.167 0 8.783 45 2.719 2.167 0 9.058 45 2.637 2.167 0 9.333 45 2.559 2.167 0 Toad case 15 P= 45 kip IM= 1.15 % Toad case 16 greater than 2'-0" soil outrigger 2 P= 45 kip IM= 1.275 % depth of fill= 1.333 ft E trans E long E trans P1 w1 al b1 12 3.253 3.253 3.253 45.000 4.252 3.253 0.000 FR 13 3.313 3.313 3.313 45.000 4.099 3.313 0.000 law 14 3.373 3.373 3.373 45.000 3.955 3.373 0.000 15 3.433 3.433 3.433 45.000 3.818 3.433 0.000 16 3.493 3.493 3.493 45.000 3.688 3.493 0.000 17 3.553 3.553 3.553 45.000 3.564 3.553 0.000 18 3.613 3.613 3.613 45.000 3.447 3.613 0.000 ▪ 19 3.673 3.673 3.673 45.000 3.335 3.673 0.000 20 3.733 3.733 3.733 45.000 3.229 3.733 0.000 ▪ 21 3.793 3.793 3.793 45.000 3.127 3.793 0.000 22 3.853 3.853 3.853 45.000 3.031 3.853 0.000 23 3.913 3.913 3.913 45.000 2.938 3.913 0.000 24 3.973 3.973 3.973 45.000 2.850 3.973 0.000 25 4.033 4.033 4.033 45.000 2.766 4.033 0.000 26 4.093 4.093 4.093 45.000 2.686 4.093 0.000 27 4.153 4.153 4.153 45.000 2.609 4.153 0.000 28 4.213 4.213 4.213 45.000 2.535 4.213 0.000 29 4.273 4.273 4.273 45.000 2.464 4.273 0.000 Rw 30 4.333 4.333 4.333 45.000 2.396 4.333 0.000 rni W W to t11 lad COOldcastle Precast® Date: 08/22/18 Product: Detention Panel Vault Page 63 of 69 Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Oldcastle Precast © 2018 culculate traffic surcharge from truck parallel to wall 4 14'-0"* 14'-0" 14'-0" 14'-0"* y P1 P1 P2 P2 P3 P3 X .< wall - plan view *pressure will be checked 14 ft from the end axles z = depth measured from surface of soil cover rri tad pressure= Px2z/R5 R=(x2+y2+z2)1/2 eq. from "Soil Engineering", Spangler and Handy, 3rd edition, 1973 L= 235.33 ft length of vault pi P1 16000 kip Ya= 14.00 ft Ya= spacing of axles top of wall 3.00 ft P2 16000 kip Ya= 28.00 ft Xw= spacing between tires bottom of wall 11.00 ft P3 4000 kip Ya= 42.00 ft H= 8.00 ft x1 3.780 ft Xw= 6.00 ft LAI 1 W �Oldcastverrecasr rill Product: Detention Panel Vault Page 64 of 69 Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Oldcastle Precast © 2018 compute soil pressure from first line of wheels rri x axle 1 16 kip I• VI, 0 ▪ 1.5 1.1 3 4.5 r 6 ▪ 7.5 9 10.5 12 13.5 15 16.5 18 19.5 21 22.5 24 lid 0 2 4 6 8 10 12 14 16 18 20 22 24 26 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.1 2.4 6.0 17.2 56.9 179.6 308.8 180.4 59.1 23.0 23.1 59.2 180.5 1.0 1.9 4.1 9.8 25.5 71.2 176.8 263.0 178.2 75.0 35.0 35.0 75.0 178.3 1.3 2.5 5.0 10.8 24.9 57.1 112.3 148.0 114.0 61.6 35.3 35.4 61.7 114.2 1.5 2.7 5.1 10.0 20.2 38.9 64.0 77.9 65.8 43.3 29.7 29.7 43.4 66.0 1.6 2.7 4.7 8.4 15.0 25.2 36.7 42.5 38.3 29.2 22.9 22.9 29.3 38.5 1.5 2.5 4.0 6.7 10.8 16.3 21.9 24.7 23.3 19.7 16.9 16.9 19.8 23.5 1.4 2.2 3.4 5.2 7.7 10.8 13.7 15.2 14.9 13.5 12.3 12.4 13.6 15.1 1.3 1.9 2.8 4.0 5.6 7.4 9.0 9.9 9.9 9.4 9.0 9.0 9.5 10.1 1.1 1.6 2.2 3.1 4.1 5.2 6.1 6.7 6.9 6.8 6.6 6.6 6.9 7.0 1.0 1.3 1.8 2.4 3.1 3.8 4.4 4.8 4.9 5.0 4.9 5.0 5.0 5.1 0.8 1.1 1.5 1.9 2.3 2.8 3.2 3.5 3.6 3.7 3.7 3.7 3.8 3.7 0.7 0.9 1.2 1.5 1.8 2.1 2.4 2.6 2.7 2.8 2.8 2.9 2.9 2.8 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.1 2.2 2.2 2.2 2.2 2.2 0.5 0.7 0.8 1.0 1.1 1.3 1.4 1.6 1.6 1.7 1.7 1.7 1.7 1.7 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.3 1.4 1.4 1.4 1.3 0.4 0.5 0.6 0.7 0.7 0.8 0.9 1.0 1.0 1.1 1.1 1.1 1.1 1.1 axle 2 x 16 kip axle 3 4 kip zIy 1 0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 16.5 18 19.5 21 22.5 24 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 308.9 179.9 57.5 18.7 10.2 16.6 45.9 77.6 45.1 14.4 4.4 1.5 0.6 0.3 0.2 263.2 177.3 72.2 27.9 16.1 21.9 46.0 66.5 44.6 18.0 6.5 2.5 1.1 0.5 0.3 148.3 112.9 58.3 27.6 17.0 19.2 30.4 38.0 28.6 14.6 6.4 2.9 1.3 0.7 0.4 78.3 64.7 40.1 22.6 15.0 14.7 18.5 20.6 16.7 10.1 5.3 2.7 1.4 0.8 0.4 42.9 37.3 26.3 17.0 12.1 10.8 11.6 11.8 9.9 6.8 4.0 2.3 1.3 0.8 0.5 25.0 22.4 17.3 12.4 9.3 8.0 7.7 7.3 6.2 4.6 3.0 1.9 1.2 0.7 0.5 15.5 14.2 11.6 9.0 7.0 5.9 5.4 4.9 4.1 3.2 2.3 1.5 1.0 0.7 0.4 10.2 9.4 8.0 6.5 5.3 4.5 3.9 3.4 2.9 2.3 1.7 1.2 0.9 0.6 0.4 7.0 6.5 5.7 4.8 4.0 3.4 2.9 2.5 2.1 1.7 1.3 1.0 0.7 0.5 0.4 5.0 4.6 4.2 3.6 3.1 2.6 2.3 1.9 1.6 1.3 1.1 0.8 0.6 0.5 0.3 3.6 3.4 3.1 2.7 2.4 2.0 1.8 1.5 1.3 1.1 0.9 0.7 0.5 0.4 0.3 2.7 2.6 2.4 2.1 1.9 1.6 1.4 1.2 1.0 0.9 0.7 0.6 0.4 0.4 0.3 2.1 2.0 1.8 1.7 1.5 1.3 1.1 1.0 0.8 0.7 0.6 0.5 0.4 0.3 0.2 1.6 1.6 1.4 1.3 1.2 1.1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.3 0.2 1.3 1.2 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.4 0.3 0.2 0.2 1.0 1.0 0.9 0.9 0.8 0.7 0.6 0.6 0.5 0.4 0.4 0.3 0.3 0.2 0.2 7-4 rti Lai 111 compute soil pressure from second line of wheels x2= 9.78 ft ZIy 1 0 Oldcastle Precast' Date: 08/22/18 Product: Detention Panel Vault Customer: Key Construction Project: Element by Westin Hotel By: S.C. Hiester,PE Oldcastle Precast © 2018 Page 65 of 69 x-► 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 16.5 18 19.5 21 22.5 24 16 kip 0 2 4 6 8 10 12 14 16 18 20 22 24 26 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 2.7 4.4 7.2 11.5 17.2 22.9 25.8 24.5 20.8 18.0 18.1 20.9 24.7 3.1 5.0 8.1 13.0 20.4 29.9 39.2 44.0 42.1 36.5 32.1 32.2 36.7 42.5 4.3 6.7 10.6 16.7 25.4 36.2 46.4 51.7 50.2 44.7 40.3 40.4 44.9 50.7 5.1 7.8 12.0 18.2 26.7 36.8 46.0 51.0 50.2 46.1 42.6 42.7 46.4 50.9 5.5 8.2 12.2 17.9 25.4 33.8 41.3 45.6 45.6 43.0 40.8 40.9 43.4 46.3 5.6 8.2 11.7 16.6 22.7 29.3 35.0 38.5 39.0 37.8 36.5 36.6 38.2 39.8 5.5 7.7 10.8 14.8 19.5 24.5 28.8 31.5 32.4 32.0 31.4 31.5 32.3 33.1 5.2 7.1 9.6 12.8 16.4 20.1 23.3 25.4 26.4 26.5 26.3 26.4 26.8 27.0 4.8 6.4 8.5 10.9 13.6 16.4 18.7 20.4 21.3 21.6 21.7 21.8 22.0 21.9 4.4 5.7 7.3 9.2 11.3 13.3 15.1 16.4 17.2 17.6 17.8 17.9 17.9 17.7 3.9 5.0 6.3 7.8 9.3 10.8 12.2 13.2 13.9 14.3 14.5 14.6 14.6 14.4 3.5 4.4 5.4 6.5 7.7 8.9 9.9 10.7 11.3 11.6 11.9 11.9 11.9 11.7 3.1 3.8 4.6 5.5 6.4 7.3 8.1 8.7 9.2 9.5 9.7 9.8 9.7 9.5 2.8 3.3 4.0 4.7 5.4 6.0 6.6 7.2 7.5 7.8 8.0 8.0 8.0 7.8 2.4 2.9 3.4 4.0 4.5 5.0 5.5 5.9 6.2 6.4 6.6 6.6 6.6 6.5 2.1 2.5 2.9 3.4 3.8 4.2 4.6 4.9 5.2 5.3 5.5 5.5 5.5 5.4 x 16 kip 4 kip z1y 1 0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15 16.5 18 19.5 21 22.5 24 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 26.1 23.5 18.2 13.2 9.9 8.5 8.1 7.7 6.5 4.8 3.2 2.0 1.3 0.8 0.5 44.6 40.3 31.8 23.5 17.9 15.2 14.3 13.4 11.3 8.5 5.8 3.7 2.3 1.5 1.0 52.6 47.9 38.7 29.3 22.7 19.2 17.7 16.2 13.7 10.5 7.3 4.8 3.1 2.0 1.3 52.1 47.8 39.5 30.9 24.4 20.6 18.5 16.6 14.1 10.9 7.9 5.4 3.6 2.4 1.6 46.7 43.1 36.6 29.5 23.8 20.1 17.7 15.6 13.2 10.4 7.7 5.5 3.8 2.6 1.8 39.6 36.8 31.9 26.4 21.8 18.4 16.0 13.9 11.8 9.4 7.2 5.2 3.7 2.6 1.8 32.6 30.4 26.8 22.8 19.1 16.2 14.0 12.1 10.2 8.3 6.4 4.8 3.5 2.6 1.9 26.5 24.8 22.2 19.2 16.4 14.0 12.0 10.3 8.7 7.2 5.7 4.4 3.3 2.4 1.8 21.3 20.0 18.1 16.0 13.8 11.9 10.3 8.8 7.4 6.2 5.0 3.9 3.0 2.3 1.7 17.2 16.2 14.8 13.2 11.6 10.0 8.7 7.5 6.3 5.3 4.3 3.4 2.7 2.1 1.6 13.9 13.1 12.1 10.9 9.6 8.4 7.3 6.3 5.4 4.5 3.7 3.0 2.4 1.9 1.5 11.3 10.7 9.9 9.0 8.0 7.1 6.2 5.4 4.6 3.9 3.3 2.7 2.2 1.8 1.4 9.2 8.8 8.1 7.4 6.7 6.0 5.3 4.6 4.0 3.4 2.9 2.4 2.0 1.6 1.3 7.6 7.2 6.7 6.2 5.6 5.0 4.5 3.9 3.4 2.9 2.5 2.1 1.7 1.4 1.2 6.3 6.0 5.6 5.2 4.7 4.3 3.8 3.4 2.9 2.6 2.2 1.9 1.6 1.3 1.1 5.2 5.0 4.7 4.4 4.0 3.6 3.3 2.9 2.6 2.2 1.9 1.6 1.4 1.2 1.0 Product: Detention Panel Vault ;ri Oldcastle Precast. Customer: Key Construction Project: Element by Westin Hotel 1 Date: 08/22/18 By: S.C. Hiester,PE Oldcastle Precast © 2018 Page 66 of 69 combine pressures from both axles x 16 kip Lai z/y l 0 1.5 Lid 3 4.5 6 7.5 9 10.5 "' 12 13.5 15 16.5 18 19.5 21 22.5 24 rri 111 Laml 0 2 4 6 8 10 12 14 16 18 20 22 24 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.19 3.74 6.75 13.13 28.73 74.16 202.53 334.54 204.87 79.92 41.06 41.11 80.06 205.14 4.13 6.94 12.20 22.75 45.92 101.14 216.04 306.95 220.30 111.44 67.14 67.22 111.71 220.81 5.63 9.22 15.64 27.52 50.27 93.29 158.69 199.73 164.18 106.25 75.61 75.73 106.61 164.89 6.61 10.50 17.05 28.19 46.84 75.64 110.03 128.94 116.05 89.41 72.34 72.47 89.85 116.89 7.09 10.89 16.91 26.33 40.37 58.99 77.97 88.08 83.91 72.19 63.62 63.77 72.67 84.81 7.15 10.61 15.78 23.29 33.47 45.60 56.88 63.13 62.35 57.43 53.43 53.59 57.93 63.26 6.91 9.91 14.16 19.95 27.24 35.30 42.46 46.71 47.25 45.44 43.74 43.89 45.92 48.13 6.48 8.99 12.40 16.78 21.99 27.48 32.26 35.32 36.31 35.90 35.32 35.46 36.36 37.13 5.93 8.01 10.69 13.98 17.74 21.56 24.88 27.15 28.22 28.41 28.34 28.47 28.83 28.96 5.35 7.03 9.13 11.61 14.34 17.07 19.44 21.16 22.15 22.56 22.71 22.83 22.93 22.80 4.78 6.13 7.76 9.64 11.65 13.63 15.37 16.69 17.54 18.01 18.23 18.34 18.33 18.12 4.23 5.32 6.60 8.02 9.53 10.99 12.28 13.31 14.02 14.46 14.69 14.79 14.74 14.51 3.74 4.61 5.61 6.70 7.84 8.94 9.92 10.71 11.30 11.68 11.90 11.98 11.93 11.72 3.29 3.99 4.78 5.62 6.49 7.33 8.08 8.71 9.18 9.51 9.70 9.76 9.72 9.54 2.89 3.46 4.08 4.74 5.42 6.06 6.65 7.14 7.52 7.79 7.95 8.01 7.97 7.82 2.54 3.00 3.50 4.02 4.55 5.05 5.51 5.90 6.20 6.42 6.56 6.61 6.58 6.46 Pim x ----► 16 kip 4 kip z/y I 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ria 1.5 335.02 203.41 75.77 31.91 20.17 25.08 54.05 85.30 51.66 19.19 7.61 3.57 1.89 1.08 0.65 6.1 3 307.86 217.65 104.05 51.41 33.96 37.09 60.33 79.87 55.96 26.54 12.31 6.25 3.45 2.02 1.24 4.5 200.97 160.81 96.99 56.87 39.70 38.40 48.04 54.21 42.38 25.09 13.75 7.69 4.48 2.72 1.71 Fill6 130.37 112.43 79.63 53.54 39.42 35.28 36.98 37.26 30.76 21.07 13.18 8.07 4.99 3.15 2.04 - 7.5 89.60 80.42 62.89 46.55 35.88 30.89 29.25 27.42 23.08 17.17 11.77 7.76 5.07 3.34 2.23 9 64.62 59.23 49.19 38.85 31.07 26.37 23.67 21.24 17.94 13.97 10.18 7.12 4.89 3.35 2.31 4 10.5 48.12 44.61 38.46 31.75 26.15 22.16 19.37 16.96 14.32 11.45 8.69 6.35 4.54 3.23 2.29 12 36.61 34.16 30.19 25.71 21.66 18.46 15.96 13.79 11.64 9.46 7.39 5.59 4.14 3.03 2.22 13.5 28.29 26.52 23.83 20.75 17.82 15.30 13.19 11.34 9.58 7.88 6.29 4.89 3.72 2.80 2.10 ria 15 22.16 20.84 18.95 16.78 14.62 12.66 10.94 9.40 7.97 6.62 5.37 4.26 3.33 2.56 1.97 16.5 17.54 16.55 15.18 13.61 12.01 10.49 9.11 7.85 6.69 5.60 4.61 3.72 2.96 2.33 1.82 18 14.03 13.27 12.26 11.10 9.89 8.72 7.62 6.60 5.65 4.77 3.97 3.25 2.63 2.11 1.68 ma 19.5 11.33 10.74 9.98 9.11 8.19 7.27 6.39 5.57 4.80 4.09 3.44 2.85 2.34 1.90 1.54 Lir 21 9.22 8.76 8.19 7.52 6.81 6.09 5.39 4.73 4.10 3.52 2.99 2.51 2.08 1.72 1.41 22.5 7.57 7.21 6.76 6.25 5.69 5.13 4.57 4.03 3.52 3.05 2.61 2.21 1.86 1.55 1.28 24 _6.26 5.97 5.62 5.22 4.79 4.34 3.89 3.45 3.04 2.65 2.28 1.95 1.66 1.40 1.17 raml 'i1 •y Product: Detention Panel Vault �� Olcastle Precast dCustomer: Key Construction Project: Element by Westin Hotel Page 67 of 69 kad Date: 08/22/18 By: S.C. Hiester,PE Oldcastle Precast © 2018 calculate total soil Toad acting on the wall (P), in two foot horizontal increments, and one foot vertical increments a= distance from the top of the wall to the center of the one foot vertical increment, within the height of the wall k X 16 kip z/y 0.1.5 i.- 1.5-3 3-4.5 4.5-6 kiu 6-7.5 7.5-9 9-10.5 10.5-12 Pa 12-13.5 13.5-15 15-16.5 • 16.5-18 ▪ 18-19.5 19.5-21 rai 21-22.5 22.5-24 Law 0 2 4 6 8 10 12 14 16 18 20 22 24 26 1.10 1.87 3.37 6.56 14.36 37.08 101.27 167.27 102.44 39.96 20.53 20.55 40.03 102.57 3.16 5.34 9.47 17.94 37.33 87.65 209.29 320.74 212.58 95.68 54.10 54.16 95.88 212.98 4.88 8.08 13.92 25.13 48.10 97.22 187.36 253.34 192.24 108.84 71.38 71.47 109.16 192.85 6.12 9.86 16.34 27.85 48.56 84.47 134.36 164.33 140.12 97.83 73.97 74.10 98.23 140.89 6.85 10.69 16.98 27.26 43.60 67.31 94.00 108.51 99.98 80.80 67.98 68.12 81.26 100.85 7.12 10.75 16.35 24.81 36.92 52.29 67.43 75.61 73.13 64.81 58.53 58.68 65.30 74.04 7.03 10.26 14.97 21.62 30.35 40.45 49.67 54.92 54.80 51.44 48.59 48.74 51.92 55.69 6.69 9.45 13.28 18.36 24.62 31.39 37.36 41.01 41.78 40.67 39.53 39.68 41.14 42.63 6.20 8.50 11.54 15.38 19.87 24.52 28.57 31.24 32.26 32.16 31.83 31.97 32.59 33.04 5.64 7.52 9.91 12.80 16.04 19.31 22.16 24.16 25.18 25.48 25.53 25.65 25.88 25.88 5.07 6.58 8.45 10.63 13.00 15.35 17.40 18.92 19.84 20.28 20.47 20.58 20.63 20.46 4.51 5.73 7.18 8.83 10.59 12.31 13.83 15.00 15.78 16.23 16.46 16.56 16.54 16.32 3.99 4.96 6.10 7.36 8.68 9.96 11.10 12.01 12.66 13.07 13.30 13.38 13.34 13.12 3.51 4.30 5.19 6.16 7.17 8.14 9.00 9.71 10.24 10.59 10.80 10.87 10.82 10.63 3.09 3.72 4.43 5.18 5.96 6.70 7.37 7.92 8.35 8.65 8.82 8.89 8.84 8.68 2.72 3.23 3.79 4.38 4.98 5.56 6.08 6.52 6.86 7.11 7.25 7.31 7.27 7.14 ria x 16 kip 4 kip zly 0-1.5 RI 1.5-3 1l. 3-4.5 4.5-6 rill 6-7.5 7.5-9 9-10.5 10.5-12 12-13.5 13.5-15 15-16.5 16.5-18 • 18-19.5 19.5-21 21-22.5 22.5-24 (14 6.1 Wd 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 167.51 101.70 37.89 15.96 10.08 12.54 27.03 42.65 25.83 9.60 3.81 1.79 0.95 0.54 0.33 321.44 210.53 89.91 41.66 27.06 31.08 57.19 82.59 53.81 22.87 9.96 4.91 2.67 1.55 0.95 254.42 189.23 100.52 54.14 36.83 37.74 54.18 67.04 49.17 25.81 13.03 6.97 3.96 2.37 1.48 165.67 136.62 88.31 55.20 39.56 36.84 42.51 45.74 36.57 23.08 13.46 7.88 4.73 2.93 1.88 109.98 96.42 71.26 50.04 37.65 33.08 33.12 32.34 26.92 19.12 12.47 7.92 5.03 3.24 2.14 77.11 69.82 56.04 42.70 33.47 28.63 26.46 24.33 20.51 15.57 10.97 7.44 4.98 3.34 2.27 56.37 51.92 43.82 35.30 28.61 24.26 21.52 19.10 16.13 12.71 9.43 6.73 4.71 3.29 2.30 42.36 39.39 34.32 28.73 23.91 20.31 17.67 15.37 12.98 10.45 8.04 5.97 4.34 3.13 2.26 32.45 30.34 27.01 23.23 19.74 16.88 14.57 12.56 10.61 8.67 6.84 5.24 3.93 2.92 2.16 25.22 23.68 21.39 18.76 16.22 13.98 12.07 10.37 8.78 7.25 5.83 4.57 3.52 2.68 2.03 19.85 18.69 17.07 15.19 13.31 11.58 10.03 8.63 7.33 6.11 4.99 3.99 3.14 2.45 1.89 15.79 14.91 13.72 12.36 10.95 9.60 8.36 7.23 6.17 5.19 4.29 3.49 2.80 2.22 1.75 12.68 12.00 11.12 10.10 9.04 7.99 7.00 6.08 5.23 4.43 3.70 3.05 2.49 2.01 1.61 10.28 9.75 9.08 8.31 7.50 6.68 5.89 5.15 4.45 3.81 3.21 2.68 2.21 1.81 1.47 8.40 7.99 7.47 6.88 6.25 5.61 4.98 4.38 3.81 3.28 2.80 2.36 1.97 1.63 1.35 6.91 6.59 6.19 5.73 5.24 4.73 4.23 3.74 3.28 2.85 2.45 2.08 1.76 1.47 1.23 .-1 Product: Detention Panel Vault Page 68 of 69 0 Oldcastle Precast® Customer: Key Construction .. Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Oldcastle Precast © 2018 Fri calculate moment about top of wall (Pa) Inl P= sum of the loads from the one foot increments acting on the wall L.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 P, lbs 38.7 59.1 91.8 145.0 232.1 373.1 570.2 697.7 602.0 444.4 360.0 360.8 447.0 606.9 Pa, lbs -f 183.2 272.0 407.3 611.4 910.6 1321.9 1792.9 2072.7 1932.8 1627.7 1436.3 1440.2 1640.3 1956.1 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 P, lbs 705.9 583.4 394.3 266.1 200.0 180.9 195.5 203.9 162.3 106.7 67.4 42.9 27.8 18.3 12.3 R Pa, lbs -f 2110.9 1852.8 1414.5 1051.9 823.9 716.9 690.4 657.9 543.7 396.8 274.4 186.4 126.3 86.1 59.4 calculate location of the resultant from the top of wall (a) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 a, ft 4.7 4.6 4.4 4.2 3.9 3.5 3.1 3.0 3.2 3.7 4.0 4.0 3.7 3.2 x 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 ral a, ft 3.0 3.2 3.6 4.0 4.1 4.0 3.5 3.2 3.4 3.7 4.1 4.3 4.5 4.7 4.8 calculate the reaction at the top of the wall (R1) x 0 2 4 6 8 10 12 14 16 18 20 22 24 26 "• R1, lbs 15.8 25.1 40.9 68.6 118.3 207.9 346.1 438.6 360.4 240.9 180.4 180.8 242.0 362.4 x 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 R1, lbs 442.1 351.8 217.5 134.6 97.0 91.3 109.2 121.7 94.3 57.1 33.1 19.6 12.0 7.5 4.9 6.1 calculate R1ave (lbs)in two foot increments 0 2 4 6 8 10 12 14 16 18 20 22 24 26 R1ave 40.90 66.02 109.54 186.93 326.21 553.97 784.72 799.07 601.36 421.37 361.21 422.74 604.40 804.49 �I x 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 R1ave 793.85 569.25 352.09 231.66 188.29 200.41 230.84 215.99 151.46 90.26 52.72 31.59 19.52 12.43 lal wit a� Product: Detention Panel Vault mg 0 Oldcastle Precast° Customer: Key Construction Project: Element by Westin Hotel Date: 08/22/18 By: S.C. Hiester,PE Oldcastle Precast © 2018 tra Page 69 of 69 calculate the moment of the reaction R1e (lbs -ft) from the end wall, moving the truck in two foot increments case e 1 3 5 7 9 11 13 15 17 19 21 23 25 27 11= 1 R1e 40.90 198.05 547.68 1308 2936 6094 10201 11986 10223 8006 7585 9723 15110 21721 2 e 1 3 5 7 9 11 13 15 17 19 21 23 25 (il R1e 66.02 328.61 935 2283 4986 8632 10388 9020 7163 6863 8877 13901 20112 3 e 1 3 5 7 9 11 13 15 17 19 21 23 R1e 109.54 560.78 1631 3878 7062 8790 7818 6321 6141 8032 12692 18503 4 e 1 3 5 7 9 11 13 15 17 19 21 Rte 187 979 2770 5493 7192 6615 5478 5418 7187 11484 16894 5 e 1 3 5 7 9 11 13 15 17 19 I" R1e 326 1662 3924 5594 5412 4635 4696 6341 10275 15285 rii 29 31 33 35 37 39 41 43 45 47 49 51 53 55 1 R1e 23022 17647 11619 8108 6967 7816 9464 9287 6816 4242 2583 1611 1035 684 2 e 27 29 31 33 35 37 39 41 43 45 47 49 51 53 lul R1e 21434 16508 10915 7645 6590 7415 9003 8855 6513 4062 2478 1548 996 659 3 e 25 27 29 31 33 35 37 39 41 43 45 47 49 51 R1e 19846 15370 10210 7182 6214 7014 8541 8423 6210 3881 2372 1485 957 634 4 e 23 25 27 29 31 33 35 37 39 41 43 45 47 49 R1e 18259 14231 9506 6718 5837 6613 8079 7991 5907 3700 2267 1422 918 609 5 e 21 23 25 27 29 31 33 35 37 39 41 43 45 47 R1e 16671 13093 8802 6255 5460 6213 7618 7560 5604 3520 2161 1358 879 584 calculate location (e) of incremental loads from the end wall and the reaction Rw1 (lbs) to the end wall case SP Spe e Rw1 1 9223 216582 23.5 8303 2 9182 198175 21.6 8340 i 3 9116 179877 19.7 8352 4 9007 161754 18.0 8319 5 8820 143927 16.3 8208 ler 12/3/2019 ZAYIN WALL 18215 72ND AVE S KENT, WA 98032 City of Tukwila Department of Community Development RE: Permit No. D18-0309 ELEMENT BY WESTIN 515 INDUSTRY DRIVE 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 1/1/2020. 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 fmal 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 1/1/2020, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0309 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 LE BARGUAUSEN April 25, 2019 Kandace Nichols Permit Technician City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite No. 100 Tukwila, WA 98188 RE: Responses to Correction Letter No. 2 Element by Westin Development Permit Application No. D18-0309 515 Industry Drive, Tukwila, Washington Our Job No. 18930 Dear Kandace: RECEIVED CID! OF TUKWILA APR 25 2019 PERMIT CENTER REVISION N0, We have revised the plans and technical documents for the above -referenced project in accordance with the comments in your April 22, 2019 Correction Letter No. 2 for Permit Application No. D18-0309 dated February 7, 2019. Enclosed are the following documents for your review and approval: CORRECT LTR# 1 1. Two (2) each Vault Structural Calculation Report 2. One (1) each CD Containing PDF Files The following outline provides each of the comments in italics, along with a narrative response describing how each comment was addressed: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) Submit buoyancy calculations to determine if the vault needs to be weighted to prevent any uplift. Response: Vault structural calculations, which includes buoyancy calculations, are included with this resubmittal. We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments in your April 22, 2019 Correction Letter No. 2 for Development Permit Application No. D18-0309. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Sincerely, Z(AZ Wall Project Engineer ZTW/Ib 18930c.005.doc enc: As Noted cc: Daniel K. Balmelli, Barghausen Consulting Engineers Dt!d'O0'1 BARGHAUSEN CONSULTING ENGINEERS, INC. 1821S 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA SAN DIEGO, CA barghausen.com April 22, 2019 City of Tukwila Department of Community Development ZAYIN WALL 18215 72ND AVE S KENT, WA 98032 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D18-0309 ELEMENT BY WESTIN - 515 INDUSTRY DRIVE Dear Zayin, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW - R DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Submit buoyancy calculations to determine if the vault needs to be weighted to prevent any uplift. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, ndace Nichols Permit Technician File No. D18-0309 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 BARGUAUEN LETTER OF TRANSMITTAL TO: City of Tukwila Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Element by Westin - Permit No. D18-0309 DATE: April 5, 2019 SENT VIA: Courier Delivery PHONE NO.: OUR JOB: 18930 Quantity Date Description 5 sets Cast in Place Detention Vault Structural Design Plans 5 each Civil Engineering Site plan .-1 -- • -- • Enclosed are five sets of revised detention vault plans and a CD containing PDF copies of the submittal files. Please feel free to contact me with any questions or if you need any additional information. Thank you. cc: Daniel Balmelli, Barghausen Consulting Engineers, Inc. Tim Wilson, Blackridge Group LLC 119- 0349 Signed: Zayin Wall, Project Engineer RECEIVE) CITY OF Tib KW LA APR 0 5 2019 PERMIT CENTER BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA barghausen.com 18930t.010 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director April 11, 2019 Zayin Wall 18215 72nd Avenue S Kent, WA 98032 RE: Request for Extension #1 Permit Number D18-0309 Dear Mr. Wall This letter is in response to your written request for an extension to Permit D18-0309. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through September 27, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Jazzel Salazar Permit Technician File: Permit No. D18-0309 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov BARGuAUSEN MEMORANDUM DATE: 3/15/19 TO: Allen Johannessen FROM: Zayin Wall / Barghausen Consulting Engineers, Inc. RE: Permit Application No. D18-0309 Dear Allen Johannessn, We received a letter dated 2/7/2019 from Jazzel Salzar indicating that Permit No. D18-0309 is due to expire on 3/27/2019. We would like to request an extension on this permit application as the plans are still undergoing final revisions for resubmittal and approval. Let me know if you have any questions. Request for Extension # � Current E ,piration Date: 3-2.-7 1 Extension i.equest: riCApprov, :d for 11"e days _ Deniec 'provide explanation) Thank you, Zayin Wall Project Engineer Signature/Initialsiii/ RECEIVED CITY OF TUKWILA MAR 15 2019 PERMIT CENTER BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 etter.doc BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA SAN DIEGO, CA barghausen.com BARGUAU;EN March 7, 2019 Mr. Bill Rambo Permit Technician City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite No. 100 Tukwila, WA 98188 RE: Responses to Department of Community Development Correction Letter No. 1 Element by Westin DEVELOPMENT Permit Application No. D18-0309 515 Industry Drive, Tukwila, Washington Our Job No. 18930 Dear Mr. Rambo: We have revised the plans and technical documents for the above -referenced project in accordance with the comments in Correction Letter No. 1 for DEVELOPMENT Permit Application No. D18-0309 dated November 30, 2018. Enclosed are the following documents for your review and approval: 1. Two (2) sets of revised detention vault design drawings 2. Two (2) copies of civil site plan 3. Two (2) copies of Statement of Structural Inspection CORK, C I UTE/ 4. Two (2) copies of geotechnical memo dated February 21, 2019 from Earth Solutions NW 5. Two (2) copies of Sika Lockstop specification sheets The following outline provides each of the comments in italics exactly as written, along with a narrative response describing how each comment was addressed: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) Response: Note acknowledged. "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specification'��rEIVED CITY OF TUKWILA BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WA 98032 P) 425-251-6222 F) 425-251-8782 uAp `AO�� BRANCH OFFICES: TUMWATER, WA KLAMATH FALLS, OR LONG BEACH, CA ROSEVILLE, CA SAN DIEGOMA 0 barghausen.com _v�Q�PERMIT CENTER b1A J Mr. Bill Rambo Permit Technician City of Tukwila Department of Community Development -2- March 7, 2019 than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). Response: Comment acknowledged. (BUILDING REVIEW NOTES) 1. A site plan is required for each building permit. Please provide a site plan with the location of the vault shown on the site plan. Dimension separation from property lines. Response: Civil sheet C8 has been provided with this resubmittal to locate the vault on the project site. 2. Provide a matrix with documentation indicating the specific special inspections required for this project. Special inspections shall be shown on the plan set or cover sheet. (IBC Section 1704) Response: A statement of structural special inspection has been included with this resubmittal. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Provide a civil site plan showing location of the proposed UG vault. Response: Civil sheet C8 has been provided with this resubmittal to locate the vault on the project site. • 2) Provide water stop detail. Response: Specification sheets for Sika Lockstop have been provided with this resubmittal. • 3) Public Works requires vault accesses to be spaced no more than 50 ft. apart. This applies to all vault chambers. No accesses were shown for the middle chamber. I have attached KC Surface Water Design Manual 2016 pages for Detention Vault design Criteria. Please coordinate vault accesses with the civil site design engineer. Response: Vault access points have been added for the middle chamber. Vault access points are located to be within 50 -ft of any point in the vault per KCSWDM requirements. a � O Mr. Bill Rambo Permit Technician City of Tukwila Department of Community Development -3- March 7, 2019 • 4) Is a leveling pad required or can the vault be placed in the native soil? Are any vault footing drain pipes required? Please provide a letter from your geotech engineer addressing vault placement requirements. Response: A letter from the geotechnical engineer is included with this resubmittal to address vault placement requirements. • 5) Civil drawings (sheet C12 of 12) show the UG vault to be 148 -ft long however Oldcastle Precast plans show the vault to be 183'-6" long overall. Please have the civil engineer verify which dimension is correct. Response: The vault dimensions have been coordinated with the civil plans. We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments in Correction Letter No. 1 for DEVELOPMENT Permit Application No. D18- 0309 dated November 30, 2018. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Sincerely, ayin T. Wall Project Engineer ZTW/dm 18930c.003.doc enc: As Noted cc: Dan Balmelli, Barghausen Consulting Engineers February 21, 2019 ES -1032.06 Tukwila Hotel Group, LLC 1735 South 19th Avenue, Suite B Bozeman, Montana 59718 Attention: Mr. Tim Wilson Subject: Response to Review Comments Proposed Tukwila Hotel 515 Industry Drive Tukwila, Washington Application No. D18-0309 Reference: City of Tukwila Correction Letter 1, dated November 30, 2018 Earth Solutions NW, LLC Geotechnical Engineering Study ES -1032.03, dated September 12, 2018 Barghausen Consulting Engineers, Inc. Civil Plans, dated December 12, 2018 • Earth Solutions NW' LC Earth Solutions NW LLC Geotechnical Engineering, Construction Observation/Testing and Environmental Services CORRECTION Dear Mr. Wilson: ! TR # . _ 1 In accordance with your request, Earth Solutions NW, LLC (ESNW) has prepared this response letter for the subject property. Building Department Review Comment 4 Is a leveling pad required or can the vault be placed on native soil? Are any vault footing drain pipes required? Please provide a letter prepared by your geotechnical engineer addressing vault placement requirements. 1005 -136111 place N.E., Suite 201 • Bellevue, AA!A 9)1005 DIQ- 6?Oc RECEIVED CITY OF TUKWILA MAR 0 7 2019 • (425) 449-4704 • FAX (425) PERMIT CENTER l Tukwila Hotel Group, LLCM February 21, 2019 ESNW Response ES -1032.06 Page 2 In our opinion, we recommend placing a woven geotextile such as Mirafi 500X/H2Ri on the subgrade and 18 inches of crushed rock for a working base/leveling pad under vault foundations. We recommend installing a perimeter drain pipe at or above the static water/dead storage level. We trust this letter meets your current needs. Should you have questions, or if additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC , Sen o Project Manager cc: Barghausen Consulting Engineers, Inc. Attention: Mr. Zayin Wall (Email only) C3VI2CaH. A_IONNUT ?UrYTL:Y ZiPC: tib 1 est_ . cs _,YiA3 T IMCI3 1 Kyle R. Campbell, P.E. Principal Engineer Earth Solutions NW, LLC 2/7/2019 ZAYIN WALL 18215 72ND AVE S KENT, WA 98032 City of Tukwila Department of Community Development RE: Permit Application No. D18-0309 ELEMENT BY WESTIN 515 INDUSTRY DRIVE Dear ZAYIN WALL, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 9/27/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 3/27/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Jazzel Salzar Permit Technician File No: D18-0309 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development November 30, 2018 ZAYIN WALL 18215 72ND AVE S KENT, WA 98032 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 18-0309 ELEMENT BY WESTIN - 515 INDUSTRY DRIVE Dear ZAYIN WALL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. A site plan is required for each building permit. Please provide a site plan with the location of the vault shown on the site plan. Dimension separation from property lines. 2. Provide a matrix with documentation indicating the specific special inspections required for this project. Special inspections shall be shown on the plan set or cover sheet. (IBC Section 1704) Note: Contingent on response to these corrections, further plan review may request for additional corrections. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Provide a civil site plan showing location of the proposed UG vault. • 2) Provide water stop detail. • 3) Public Works requires vault accesses to be spaced no more than 50 ft. apart. This applies to all vault chambers. No accesses were shown for the middle chamber. I have attached KC Surface Water Design Manual 2016 pages for Detention Vault design Criteria. Please coordinate vault accesses with the civil site design engineer. • 4) Is a leveling pad required or can the vault be placed in the native soil? Are any vault footing drain pipes required? Please provide a letter from your geotech engineer addressing vault placement requirements. • 5) Civil drawings (sheet C12 of 12) show the UG vault to be 148 -ft long however Oldcastle Precast plans show the vault to be 183'-6" long overall. Please have the civil engineer verify which dimension is correct. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, C (V Bill Rambo Permit Technician File No. D18-0309 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORDr c O PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0309 DATE: 04/25/19 PROJECT NAME: ELEMENT BY WESTIN - VAULT SITE ADDRESS: 515 INDUSTRY DR Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 to REV #1 DEPARTMENTS: Building Division Pc? Public Works °1 Fire Prevention Structural Planning Division nPermit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/30/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions nDenied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 05/28/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 1 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0309 DATE: 04/05/19 PROJECT NAME: ELEMENT BY WESTIN SITE ADDRESS: 515 INDUSTRY DRIVE Original Plan Submittal Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: ,1)(\). MA) � I°� c 6\ Buildm Division Fire Prevention g .. ,sq\10\1°1 Public Works Structural M� 1 1,1 Planning Divis on Permit Coordinator Ti PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/09/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 05/07/19 Approved with Conditions fl Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: /� Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW1)0 Staff Initials. 12/18/2013 HERMIT COORD COP'( PLAN REVIEW/ROUTING SLIT PERMIT NUMBER: 1)18-0309 DATE: 3/7/19 PROJECT NAME: ELEMENT BY WESTIN-VAULT SITE ADDRESS: 515 INDUSTRY DR Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Al C Building Division 111 Fire Prevention c3S A( Public Works Structural Planning Division n nPermit Coordir)tor PRELIMINARY REVIEW: DATE: 3/12/19 Not Applicable Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions nDenied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 4/09/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0309 DATE: 10/29/18 PROJECT NAME: ELEMENT BY WESTIN -VAULT SITE ADDRESS: 515 INDUSTRY DRIVE X Original Plan Submittal Revision # Response to Correction Letter # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division tov coo,K two-te Public Works PRELIMINARY REVIEW: Not Applicable (no approval/review required) 1 • "'` C 1H+18 Fire Prevention Structural 1115 N 1\\ Planning Division Permit Coordinator REVIEWER'S INITIALS: DATE: 10/30/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 11/27/18 Approved with Conditions n Denied (corrections entered in Reviews)" (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only j gyp, CORRECTION LETTER MAILED: V1111D� k V Departments issued corrections: B1dg4r Fire ❑ Ping 0 PW Staff Initials:14AZ-- 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov CI Revision submittals must be submitted in person at the Pernim Revisions will not be accepted through the mail, fax,e Date: 4' Z� Plan Check/Permit Number: Response to Incomplete Letter # gResponse to Correction Letter # ❑ Revision # after Permit is Issued RECEIVE FTU APR If'41 e7 ILA Wilt:. 'ENTER t iS-0309 ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: & C 0 i "/ w 6- T74 • RECEIVED CITY OF TUKWILA APR 2 5 2019 PERMIT CENTER Project Address: S[ 5 l nJ v 5 Tf2 Y 2 k U 6 Contact Person: Z /4 Y /A) w4 L L Phone Number: y2S— 2 S(— % 2 2.Z Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including dajte of revision Received at the City of Tukwila Permit Center b tg, Entered in TRAKiT on 7' Z S W:\Permit Center \Templates\Forms \Revision Submittal Form doe Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: y 15 1 I a Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # beSo111 Revision # 2 a Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Elenevik b wes2ziN Project Address: 5 l S L v —ic, p civ e Contact Person: 2.al; n N'a Summary of Revision: Revised d e.,- c- v uit s�SfeM ,GG -e • RECEIVED CITY OF TUKWILA APR 052019 PERMIT CENTER Phone Number: 1-12 5 - 2S 1 - 6"2 2 2 Cec s Sheet Number(s): "Cloud" or highlight all areas of revision including dat of revision Received at the City of Tukwila Permit Center by YCI-C-{)))) Entered in TRAKiT on 11" 5-/ W:Wermit Center \TemplatesWorms\Revision Submittal Formdoc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3/7/)q ❑ Response to Incomplete Letter # Plan Check/Permit Number: D18-0309 Response to Correction Letter # 1 ❑ Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Element by Westin - Vault Project Address: 515 Industry Dr Contact Person: 2eayn. W011( Summary ofRevision: evis e4_ cJ C Gainften [ Phone Number: 9 25- soi -1322 RECEIVEC CITY OF TUIM L. MAR 0 7 AO PERMIT CEN -11:7 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision c /' � Received at the City of Tukwila Permit Center by: v v U1 -in C/I V Entered in TRAKiT on 3 C:\Users\bill-r\Desktop\Revision Submittal Form.doc Revised: August 2015 KEY CONSTRUCTION INC Home Espafiol GofL.�ct Safety & Health Claims & Insurance Washington State Department of `% Labor & Industries Page 1 of 2 Search L&I A -Z Index Hclp 1 ip L&d Workplace Rights Trades & Licensing KEY CONSTRUCTION INC Owner or tradesperson Principals WELLS, DAVID E, PRESIDENT MCCAFFERTY, RICHARD R, VICE PRESIDENT WALKER, JOHN L JR, SECRETARY (End: 11/06/2015) WALTON, LAWRENCE J, SECRETARY (End: 11/15/2011) Doing business as KEY CONSTRUCTION INC WA UBI No. 602 544 080 741 WEST 2ND STREET N WICHITA, KS 67203 316-263-9515 Business type . Corporation Governing persons DAVID E WELLS KENNETH A WELLS; RICHARD R MCCAFFERTY; LARRY K GOURLEY; JOHN L WALKER JR; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. KEYCOCI941 RJ Effective — expiration 12/11/2006— 10/27/2020 Bond FIDELITY & DEPOSIT CO OF MD Bond account no. 08873622 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 12/06/2006 12/01/2006 Expiration date Until Canceled Insurance .................... LM Insurance Corp $1,000,000.00 Policy no. TB5Z91468083038 Received by L&I Effective date Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602544080&LIC=KEYCOCI941 RJ&SAW= 5/10/2019 KEY CONSTRUCTION INC 11/05/2018 11/01/2018 Expiration date 11/01/2019 Liberty Insurance Corp Policy no. WC7-Z91-468083-028 $1,000,000.00 Received by L&I Effective date 10/31/2018 11/01/2018 Expiration date 11/01/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is closed. 242,598-00 Doing business as KEY CONSTRUCTION INC Estimated workers reported N/A L&I account contact T1 / IDA HAYNES (360)902-5635 - Email: HAYN235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 hington State Dept. of Labor R 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=602544080&LIC=KEYCOCI941 RJ&SAW= 5/10/2019 GRADING AND STORM DRAINAGE PLAN FOR 0 15 1*=30' 30 60 ME CATCH BASIN TABLE AREA DRAIN #1, RIM = 24.65 IE=21.96 (8" NE) IE=21.96 (8" SW) CB #1. TYPE 1, W/STANDARD GRATE RIM = 25.50 IE=22.51 (12" W) CB #2, TYPE 1, W/STANDARD GRATE RIM = 24.65 IE=22.13 (12' E) IE=22.13 (6" N) IE=22.13 (12" W) CB #3, TYPE 1, W/STANDARD GRATE RIM = 24.65 IE=21.75 (12' E) IE=21.75 (6" N) IE=21.75 (12" SW) CB #4, TYPE 1, W/STANDARD GRATE RIM = 24.65 IE=21.47 (6" W) IE=21.47 (12" S) CB #5, TYPE 1, W/STANDARD GRATE RIM = 24.89 IE=21.34 (12" NE) IE=21.34 (12" SW) CB #6, TYPE 1, W/STANDARD GRATE RIM = 24.65 IE=20.94 (12" N) IE=20.94 (12" NE) IE=20.94 (12" S) CB #7, TYPE 1, W/STANDARD GRATE RIM = 25.60 IE=21.96 (12" SW) CB #8, TYPE 2, 48" RIM = 25.83 IE=20.55 (12" N) IE=20.55 (12" NE) IE=20.55 (12" S) CB #9, TYPE 2, 48" RIM = 26.50 IE=20.35 (12" N) IE=20.35 (12" W) CB #10, TYPE 1, W/STANDARD GRATE RIM = 25.09 1E=21.71 (4" NW) IE=21.71 (6" N) IE=21.71 (15' SW) CB #11, TYPE 1, W/STANDARD GRATE RIM = 24.66 IE=21.66 (8" NE) IE=21.66 (15" SE) CB #12, TYPE 1, W/STANDARD GRATE RIM = 25.84 IE=22.80 (12" E) CB #13, TYPE 1, W/STANDARD GRATE RIM = 24.98 IE=22.17 (6" E) IE=22.17 (8' SW) MODULAR WETLAND, RIM = 26.61 IE=20.33 (18" E) IE=19.83 (18" W) EX. SDMH TYPE II RIM=25.74 30" CNC I.E. N=19.34'1' 30" CNC I.E. 5=19.28' 12" CNC I.E. E=21.14'l" NEW IE 18" E - 19.681,9+ EX. CB STD GRATE TYPE I RIM=22.74 8" CNC I.E. N=21.09' 12" ADS I.E. S=21.09' _m ELEMENT BY WESTIN HOTEL TUKWILA PTN OF THE NE1/4 OF SEC. 26, AND PTN OF THE SW1/4, OF THE NW1/4 OF SEC. 25, TWP. 23 N., RGE 4 EAST, W. M. CITY OF TUKWILA KING COUNTY STATE OF WASHINGTON CB-51'D &RATE RIM=22.57 12" D.I. I.E. N=20.79' 15" D.I. I.E. W=20.72' 15" CNC I.E. S=20.65' FND MONMENT IN CASE 2" BRASS SET 0.95' BELOW GRADE (DECEMBER 2015) EX. CB SOLID LID RIM=23.70 20" CNC I.E. E=20.30' 20" CNC I.E. W=20.45' EX. CB STD GRATE TYPE 2 RIM=23.31 18" CNC I.E. NW=19.96' 12" CNC I.E. NE=19.86' 30" CNC I.E. SW=19.71' 12" CNC I.E. S=21.11' 15 ADS I.E. SE=19.96' (30" PIPE IS SQUASHED. SEE NOTE #3) FND MONMENT IN CASE 2" BRASS SET 1.0' BELOW GRADE (DECEMBER 2015) FND MONMENT IN CASE 2" BRASS SET 0.8' BELOW GRADE (DECEMBER 2015) EX. C FND MONMENT IN CASE 2" BRASS SET 0.95' BELOW GRADE (DECEMBER 2015) GRATE •E 1 RI;, /4.65' C C I(E. W 'f.6/ NEW DR L PER SH I 00 7 i NENr6'-vnDE- SIDEWALK /:, v�Aj j� 1/ 73 LF TRENCH � •41 DRAIN PER / Ay DETAIL SHT C1 7' / 4' r Aar Min • CPEP /0.50XA 00 1' pc) 7.50 27 34'13-18.cPEP- So- 0-.0.5.0R 4" PERFORATED PVC FOOTING DRAIN. IE = 19.83 TEE INTO 18" SD DOWNSTREAM OF MODULAR WETLAND MODULAR WETLAND 30 LF 18" CPEP SD 0 0.50% EX. CB SOLID LID TYPE 1 RIM=24.48 12" ADS I.E. N=20.48' 12" ADS I.E. 5=20.43' 12" CNC I.E. E=20.48' EX. CB SOLID LID TYPE 1 RIM=24.15 12" ADS I.E. NE=20.10' 12" ADS I.E. S=19.90' 8" CNC I.E. E-21.05' EX. CB STD GRATE TYPE RIM=24.09 8" CNC I.E. NW=22.19' EX. CB STD GRATE TYPE 1 RIM=25.02 12" CNC I.E. W=21.97' li2E) Mtn -"an vacrenralr -SS -SS- SS 1p SS - SS -SS - 55-SS-SS-SS-55 INDUSTRY DR. EX. SIGNAL BOX ADJUST RIM TO FG PVC CANOPY DRAIN NLLECTION PIPE 0 0.4% SDCO (TYP.) 6" SD POINT OF CONNECTION. SEE PLUMBING PLANS FOR CONTINUATION. IE = 22.3' 6' PVC CANOPY DRAIN COLLECTION PIPE 0 0.4% I1 PERF. PVC FOOTING DRAIN 22.50 SD POI N OF EE PLUMBING ONTINUATIO IE = 22.5' STORMWA'TER DETENTION VAULT 1841x48'x7' MIN TOP EL = 27.0 MAX WS = 24.5 STATIC WS = 20.5 BOTTOM EL = 18.0 STORAGE VOL. = 35,328 FT3 i- �-ss-ss- .r NEW BUILDING FF 25.50 81 LF 12" DI SD 0 0.50% F 12" CPEP 0 0.50% EX. CB STD GRATE TYPE 1 RIM=23.74 12" CNC I.E. N=21.01' 12" CNC I.E. S=20.87' EX. CB STD GRATE RIM=23.82 12" I.E. N=20.77' 12" I.E. W=20.68' 15" I.E. S=20.82' 55 - 5S .-- SS -•-•• SS --•. SS 4'-PERF.-.INC FOOTING DRAIN IE=22.50 �--- EX. "R:•3 NARROWS" SIGN TO BE REL.. '"1 -Ate COORDINATED W/ CRY INSPECTOR / PSID MONMENT IN CASE / 2" BRASS / SET 0.60' BELOW GRADE (DECEMBER 2015) kit I --: 1. .. 6' SD POINT OF �`'�� CONNECTION. SEE PLUMBING 0 . \ PLANS FOR CONTINUATION. a IE=22.4' 76LF 12"DI 76 LF 12' DI SD 0 0.50% °\ Y" SD 0 0.50% f , ;:(r` ' : 41 1Wilial AIM iai f v 77 'frt. ii :;174-4/1- :17 i a.4G.,. „,, %///%%�//.// • 0 , dirt cf tM8eoM1 / FND MONUMENT IN CASE 2" BRASS \ SET 0.50' BELOW GRADE \ (DECEMBER 2015) MAY 0' NOM FOR TREES AND PLANTS PLANTED IN SIDEWALKS AND PARKI IN UMITED AREAS OF SOIL VOLUME, STRUCTURAL SOILS (CO UNIVERSITY "CU" PRODUCT OR SIMILAR) MUST BE USED TO PREFERRED DEPTH OF 36 INCHES, TO PROMOTE ROOT GRO PROVIDE STRUCTURAL SUPPORT TO THE PAVED AREA. MINIM VOLUMES FOR TREE ROOTS SHALL BE 750 SQUARE FEET P INDICATE AREAS REQUIRING STRUCTURAL 501L ON SITE AND PLANS. SEE LANDSCAPE PLANS. • SOblBr: IC c'i3 5 8n..! cirents toes .. . 1c0W.81/ ccae or / AND PATCH BACK PER CTny STD. /`ai J P- 8 't:.'$J'I :... • review SEPARATE PERMIT ftE91JIRED FOR: IV/1Aechanioal liL•lectriC8l (j/I'lurnbing IC/( (3as Piping City of TuKwiia BUILDING DIVISION CITY OF TTUKW'ILA APR 05 2019 PERMIT CENTER co N O H) 0 0 0 z a Z Q 0 rcc ^ • Z O EL 0 Z 0 Ct cc 0 ELEMENT BY WESTIN CODE C: ` , LANCE APPROVED G LOTS, OR NELL (•qAf 30 2019 H AND P(V11I--J M so✓I.ity of Tukwila 18TB(tDING DIVISION j STORMWATER DETENTION VAULT NOTE: PROVIDE PAVEMENT MARKINGS "UG VAULT - NO OUTRIGGER PLACEMENT" COORDINATE W/ FIRE DEPARTMENT FOR EXACT WORDING AND LETTERING U J 0 11 0 0 J BOZEMAN, MT 59718 in 0 0 a z 0 x U Date 02/28/19 D 0 rn IiJ z > cc t• r) N Q in 117 Lc) CN CO Y 8 u N General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS,) CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION DESIGN LOADING CRITERIA UVE LOAD - PLANK & CLOSURE DESIGN 45Idp OUTRIGGER ON 18'x18' PAD a 100 PSF LIVE LOAD • MANHOLE 451dp OUTRIGGER ON 18k18' PAD a 250 PSF UVE LOAD • SOLID REMOVABLE LID AT GRADE 451ip OUTRIGGER ON 18'x1 B' PAD or 250 PSF DEAD LOAD SEE SOIL COVER PLAN ON SHEETS3 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CML DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS MD CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY CML ENGINEER OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION, CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK CONTRACTOR•INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE CIVL AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO RENEW AND APPROVAL BY THE CML AND THE STRUCTURAL ENGINEER. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPUER DURING MANUFACTURING, DEUVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER SHOP DRAWINGS FOR REINFORCING STEEL SHALL BE SUBMITTED TO THE CIVIL AND STRUCTURAL ENGINEER FOR RENEW PRIOR TO FABRICATION OF THESE nEMS. CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 118' =1'•0' SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR RENEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT RENEWED BY THE ENGINEER OF RECORD AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL RENEW AND STAMP DRAWINGS PRIOR TO RENEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED, EITHER PRIOR TO OR AFTER, SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS, INCLUDING UTILITY VAULT LIDS AND MANHOLES SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY RENEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON CIVIL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. DEFERRED SUBMITTALS ALL PRE -ENGINEER, PRE•MANUFACTURED OR OTHER PRODUCTS DESIGNED AFTER THE ISSUANCE OF A PERMIT BY THE CITY OF BELLEVUE SHALL BE DESIGNED FOR LOAD AND DEFLECTION CRITERIA AS REQUIRED BY THE IBC. DRAWINGS AND CALCULATIONS FOR SUCH ITEMS SHALL BE COMPLETED AND STAMPED BY A STRUCTURAL ENGINEER (OR 'SPECIALTY STRUCTURAL ENGINEER') LICENSED IN THE STATE OF WASHINGTON AND SUBMITTED TO THE CITY OF BELLEVUE FOR REVIEWIAPPROVAL DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO COLLONS GROUP FOR RENEW AND APPROVAL PRIOR TO SUBMITTING TO THE CITY. DEFERRED SUBMITTALS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE CITY FOR RENEW !APPROVAL: 1. PRECAST, PRESTRESSED HOLLOW CORE CONCRETE SLABS 2. CONCRETE MIX DESIGNS GEOTECHNICAL FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL, AT LEAST 18' BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS! ELEVATIONS SHOWN ON THE DRAWINGS ARE MINMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND GEOTECHNICAL ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE GEOTECHNICAL REPORT. ALLOWABLE SOIL PRESSURE SOIL DENSITY COEFFICIENT OF FRICTION LATERAL EARTH PRESSURE -STRUCTURAL FILL, RETAINING WALLS & VAULTS - PASSIVE • ACTIVE- FREE • DRAINED (LEVEL BACKFILL) • ACTIVE • RESTRAINED -DRAINED -ACTIVE - RESTRAINED • SATURATED - ACTIVE -TRAFFIC SURCHARGE •SEISMIC 2,000 PSF 130 PCF 0.40 300 PCF 55 PCF 60 PCF 95 PCF 2FEET ADDITIONAL SOIL 22H GEOTECHNICAL REPORT REFERENCE EARTH SOLUTIONS NW, LLC. REPORT ES-1032.03. DATED 911212018 CONCRETE CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION A FOOTINGS & SLAB -ON -GRADE 8. WALLS C. JOINT GROUT D. CLOSURE SLABS, BEAMS & CURBS E. SOLID REMOVABLE UD F. VOID FILL 28 DAY STRENGTH (to) 4,000 PSI 3,500 PSI 3,500 PSI 4,500 PSI LBNIMUM CEMENT CONTENT MAX WIC AIR PER CUBIC YARD RATIO CONTENT 4 SACKS 0.50 ENTRAPPED 4 SACKS 0.50 ENTRAPPED 0.50 ENTRAPPED 4 SACKS 0.50 6%ENTRAINED 5,000 PSI 4.5 SACKS 0.50 6% ENTRAINED 3,500 PSI (') 4 SACKS 0.50 ENTRAPPED ' REFER TO HOLLOW CORE PLANK SUPPLIER DRAWINGS THE MINIMUM AMOUNTS OF CEMENTITIOUS MATERIAL MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER-CEMENTRA11O, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318-05, CHAPTER 5. REVIEW OF MIX SUBMTTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBIUTY FOR SPECIFIED PERFORMANCE. CONCRETE (cont.) ALL CONCRETE WTH SURFACES EXPOSED TO FREEZE -THAW CYCLE SHALL BE NR•ENTRAINED WITH AN AIR -CONTENT CONFORMING TO IBC TABLE 1904.2.1. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: BARS SPECIFICALLY NOTED AS SUCH ON THE DRAWINGS SHALL BE GRADE 40, fy= 40,000 PSI. GRADE 60 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCEMENT COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF THE CONTRACTOR SUBMITS MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WTH ACI 315-92 AND 318-05. LAP ALL CONTINUOUS REINFORCEMENT (#5 AND SMALLER) 40 BAR DIAMETERS OR 7-0' MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS (#5 AND SMALLER) 40 BAR DIAMETERS OR 2'-0' MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-05, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF B" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FCLLOWS FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARN 3' FORMED SURFACES EXPOSED TO EARTH 0.eWALLS BELOWGROUND) ORTOWEATHER (#6BARSORLARGER) 2' (#5 BARS OR SMALLER) 1 Y' COLUMN TIES (OR SPIRALS) AND BEAM STIRRUPS SLABS AND WALLS (INTERIOR FACE) GREATER OF (BAR DIAMETER PLUS 1181 a 1)' CAST -IN -PLACE CONCRETE: SEE CIVIL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF PIPE PENETRATIONS AND OPENINGS IN CONCRETE WALLS AND VAULT LID. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS SHALL BE PERFORMED BY AWABO CERTIFIED INSPECTION AGENCY, SELECTED BY THE OWNER AND APPROVED BY THE CITY FOR THE FOLLOWING ITEMS: CONCRETE - PER IBC 2015, TABLE 1705.3 VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCE STANDARD' IBC REFERENCE 1. INSPECTION OP REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS AND PLACEMENT - X AO 318: 3.5, 7.1-7.7 1910.4 2. INSPECTION OF ANCHORS CAST N CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED - X . ACI 32 8.1.3, 21.1.8 19315 19091 3. INSPECTION OF ANCHORS POSTINSTALLED IN HARDENED CONCRETE MEMBERS - X AO 31t 3.8.6, 8.1.3, 21.1.8 1909.1 4. VERIFYING USE OF REQUIRED MIX DESIGN - X ACI 318: CH 4, 52-5.4 1904.2,1910.2,1901.3 5, AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE X - ASTM C 172 ASTM C 31 ACI 32 5.6, 5.8 1909.10 6. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPUCATION TECHNIQUE X - ACI 31& 5.9, 5.10 1910.6,1910.7,1910.8 7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES - X ACI 318: 5.11- 5.13 1910.9 8. INSPECTION OF PRESTRESSED CONCRETE: t APPLICATION OF PRESTRESSING FORCES b. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE RESISTING SYSTEM X X - ACI318:18.2p,18184 9. ERECTION Of PRECAST CONCRETE MEMBERS - X AO 318: CH 16 - 10. VERIFICATION OF IN -SITU CONCRETE STRENGTH PRIOR TO REMOVAL OF SHORE AND FORMS FROM BEAMS AND STRUCTURAL SLABS - X ACI 318: 6.2 - 11. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED - X ACI 31R 6.1.1 - a. b. A. WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INSPECTIONS FOR SE SMIC RESISTANCE. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDNACE WITH ACI 355.2 OR OTHER QUALIFIED PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK PER IBC SECTION 1704.25.2, SPECIAL INSPECTION OF PRESTRESSED HOLLOWCORE CONCRETE PLANK IS NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. AT THE COMPLETION OF FABRICATION, THE CONTRACTOR SHALL SUBMIT TO THE BUILDING OFFICIAL A CERTIFICATE OF COMPLIANCE FROM THE APPROVED FABRICATOR STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WI THE APPROVED CONSTRUCTION DOCUMENTS. SOILS - PER IBC 2015, TABLE 1705.6 VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK PERIODIC DURING TASK 1. VERIFY MATERIALSBELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY 2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL X 3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X 4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LET THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL X 5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY x General Notes 18 CORNER BARS TO MATCH EXTERIOR HORIZ REINF Ls CORNER BARS WI STD HOOK TO MATCH CROSS WALL HORIZ REINF (ALT HOOKS) ADDITIONAL VERT BARS SINGLE CURTAIN CROSS WALL Corner Bars 1345 -- • VERT REINF PER S2- - #5x8'E4FACE . VERT REINF PER WALL SECTIONS WITH ADD'L VERT BAR EACH SIDE OF OPENING s. �cl HORIZ REINF PER WALL SECTIONS #5x4'EAFACE (3)#5 (2)#4 EXTEND 48' BEYOND EDGE OF OPENING. CNTR ON OPENING HORIZ REINF PER VERT REIN PER S2 HORIZ REINF PER (2)#4 EXTEND 48" BEYOND EDGE OF OPENING. CNTR ON OPENING Typical Wall Penetration 1 III TABLE 1: MINIMUM STRAIGHT DEVELOPMENT LENGTH (Ld) BAR SIZE #3 #4 #5 f'c = 3,000 PSI TOP BARS 16' 22" 27" 35" OTHER BARS 13' 17' 21" 27" f'c = 4,000 to 5,000 PSI TOP BARS OTHER BARS 14' 12' 19' 15' 23° 18' 31' 24' 'TOP BARS' ARE HORIZONTAL BARS WITH MORE THAN 12' DEPTH OF CONCRETE CAST BELOW THEM. E CLEAR CONCRETE COVER IS LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPACING IS LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. TABLE 2: MINIMUM LAP SPLICE LENGTHS (Ls) • (CLASS B) f'c = 3,000 PSI f'c = 4,000 to 5,000 PSI BAR SIZE #3 #4 #5 #6 17 TOP BARS 21' 28" aiM' 46' 63' OTHER BARS 16' 27 35" 48' TOP BARS OTHER BARS 18" 16' 24' 19' 30' 23' 40' 31' 54' 42' 'TOP BARS' ARE HORIZONTAL BARS WITH MORE THAN 12' DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPACING IS LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. MINIMUM EMBEDMENT LENGTHS (LJ.) FOR STANDARD END HOOKS A for general uses: BAR SIZE #3 #4 #5 #6 f'c = 3,000 PS 6' 8" 10" 12" f'c = 4,000 to 5,000 PSI 6" 7" 9„ 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21 2. END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2'. Reinforcement Development Length and Splice Schedule CLR RAIL, 314" DIA ROUND BAR IN POLYPROPYLENE - - RAIL, 314'DIA RUNG ROUND BAR IN POLYPROPYLENE POLY LADDER BY LANE INDUSTRIES WWW.LANEINDUSTRIES.COM LADDER SHALL COMPLY WITH KING COUNTY ROAD STANDARDS (KCRS) DWG 7-011 Polypropylene Step Ladder 15 014361 9 f#ECEivED CITY OF t'ut(WILA APR 05 2019 PERMIT CENTER changed or assigned to a third potty without first Qbtainina the express written _permission from callous group. IIo or pions are to be within these drawings or plans. No portion of the des collons group, IIc 5205 ne I Bch ct renton, wa 98059 p: 206.556.1395 6 0 a� a.)to eis r J M o 0 CO rn ` 0 C ✓ ;E.) C ccoo NO. LA1E 3111/1s_ ... Pernt icGnreA SCTAILS QertelI Notes R:DN1tgl 1(.1P1f )o City of Tukwila LUIL-DrNt, DIVIb1UTV s JDE NO: 19-003 V DESIGN/ BLC DMMt BLC OAR 2103/19 SHEET NEMER 0 S SI 60'-0' i 5 WB W-B 171S4 171S4 (5)5B8x10' CNTR ON WALL • -v • rirrrn ✓ J 5 (5)5B8x10' — CNTR ON \ WALL 6 N rar 4'0' • • 6' 61s5 V we cunt IE=20`.A' L A/ 48' 0 PRE -CAST SUMP /' BOT EL =16.501 MAX RIM EL=18.10' MAX TA PRECAST:17.201 MAX tan 84'-0" 4'4' L_ a3B (0' ale 5 4 t 4-0" gin (5)5B8x10' J CNTR ON WALL 1184 (2)PLACES 19/S4 WA TYP, EXTERIOR WALLS 49'-0' 10.4' 201S5 a. (5)5E18x10' CNTR ON I WALL 41. WB N OZI LCI TPNAa:250' [TYP. (5)5B8x10' CNTR ON WALL END W-C TIWALL=24.5' 17134 (5)588410' CNTR ON WALL END (5)588x10' - CNTR ON WALL K 4'•0' 441 t �;--- To a 1/54 CNTR ON e- a (2) PLACES WALL �I n be ae ae W-B SLAB-014GRADE PER NOTE 1 W-B 1p, 1;' '4 (5)588x10' ---/ TNVAL4' 25A' / CNTR ON WALL BIO 17-0' 41124101 5-0',TYP teu �- 4'-0' 41S4 No • A Tv • Eo rC (5)588x10' a, 6r54 (3) PLACES tip 1964 ce W-A TYP, EXTERIOR WALLS 60'-0' Legend 013011112 WALL PER SCHEDULE THIS SHEET ACCESS LADDER SEE 1SS1 INLET & OUTLET DIMMERS & INVERT ELEVATIONS CONRRM MTh CM. PRIOR TO CONSTRUCTION _,PRV RWPERNOTE7 > WERT ELEVATION QUANTITY (WHERE SPECFED) BAR SIZE TTOP, MMIDDLE 'Er BOTTOM 'VERTICAL ORTPHORIZONTAL r ® SPACING cc(EC/SPACE 8j 5 B 15 IF NOT SPECIFIED) WAIL SCHEDULE WALLMOUT ---._ iNCIOIESS REINFORCING INSIDE VERT FACE ' __ONSIDE HOWi VERT 4H12 — FACE 1 HORIZ f — CENTER _ VERTJ — HOW _ WA 8' SV12 W-8 r — - i - - 5V12 4H12 WC 8' 4V12 4816 I 4V12 4H16 — — Foundation Plan Notes 1. SLAB ON GRADE ELEVATION VARIES SEE PLAN AND CIVIL PLAN. MINIMUM SLAB THICKNESS SHALL BE 12' MTH REINFORCING PER PLAN, BOTTOM OF SLAB SLOPES TO FOLLOW TOP OF SLAB. MAINTAIN 3" COVER BETWEEN SOIL AND LOWER BAR OF BOTTOM MAT AND 1Q' BETWEEN SOIL AND UPPER BAR OF TOP MAT. UPPER AND LOWER BARS IN THIS CASE ARE THE TRANSVERSE REINFORCING STEEL. 2. HORIZONTAL CONTROL BY OTHERS. 3. SEE 10/S1 FOR REINFORCING REQUIREMENTS AT WALL PENETRATIONS. 4. OWNER TO VERIFY GEOTECHNICAL INFORMATION SHOWN ON SHEET S1 PRIOR TO PLACING CONCRETE. 5. DO NOT BACKFILL MORE THAN 36' UP WAU. UNTIL PLANKS ARE SET AND CLOSURE POURS ACHIEVE DESIGN STRENGTH. 6. CONTRACTOR & VAULT BUILDER COORDINATE STRUCTURAL DRAWINGS WITH CIVIL DRAWINGS PRIOR TO SURVEYING OR SETTING FORM WORK TO CONFIRM DATA ON DRAWINGS. 7. PRESSURE RELIEF VALVE OPTIONS BY PENN-TROY MANUFACTURING, INC (Www.TroyVake.com) ARE a. 4" Brz b Res Seat WI Reid Valve (FLAP VALVE, PRESSURE RELIEF), PIN A2580 b. 4' Wal TNmNe with Removable Grate, PM M19193011ADJ TIE TO PERFORATED DRAIN TILE WITH TEE FITTINGS. SEE NOTE ON FOUNDATION PLAN. 8. TYPICAL LONGITUDINAL REINFORCING IS NOT REQUIRED WHERE IT COINCIDES WITH REINFORCING CALLED OUT ON PLAN. NORTH Pun�a6�P�o9 Scale: 3/16" = 1'-0" RECEIVED CITY OF TUKWILA APR 05 2019 PERMIT CENTER 0, 0 N 0 11 s collons group, IIc 5205 ne 18th ct renton, wa 98059 p: 206.556.1395 6 % 0) N VJ cn cto CL U< OD Kent. WA 98031 Contact: Greg Lesko 0 c 0 m 0 co - NO. DATE 3(1819 0 1 3A1119 0 V 0 REASON rat dan rmS P 131S4 V 158154 24' DIA MH OPENING ' RIM ELEV PER CML — 7f5'5 15834 V 15B/S4 V gI(43) PLANKS @ 4'-0'=172-0' 1 L _ V L _ L Y Y L L 151334 1504, TYP �121S4 V 15B)S4 V V 156(S4 t5NS4,TYP T T 1234 T V 15834 V - V 15654 1544, TYP 1 1 1 i V 15BIS4 V V + T + 1- 10/84 (4) PLACES 1434 (46) PLANKS @ 4"-0"=184t0' (43) PLANKS @ 41-0'=172'-0' 7(54 1 2035 REMOVABLE LID PER 10155. LID MAY SLOPE. BUT NOT WARP. LAP 15NS4, TYP J 1234 T 1 10154 44) PLACES 4- SOIL COVER OVER VAULT LID VARIES. COORDINATE PLANK DESIGN WITH SHEET C5 o112 1 HOLLOW CORE PLANK PER NOTE 2, U .O.N. T.O. PLANK = 26.04' 15NS4, TYP 151334 158134 158154 15NS4, TYP 15E4 15534 A r 15B1S4 156154 158154 24' CIA MH OPENING RIM ELEV PERCML, TYP 15E01 7184 1434 (46) PLANKS @ 4'.O'=1844T 71S4 13154 11154 // (3) PLACES 0 0 0 ICEI FOR FOOTING, BEAM, AND WALL DESIGN UNIFORM GRADE ASSUMED TO BE 27.5'. CONSULT CURRENT CML DRAWINGS FOR ACTUAL GRADES FOR PLANK DESIGN 0 Soil Cover Plan Scale N.T.S. Lid Plan Notes 1. SEE GENERAL NOTES FOR LOADING CRITERIA 2 PLANKS ARE 12 NICK PRECAST, PRESTRESSED, MANUFACTURED BY; CONCRETE TECHNOLOGY, INC. TACOMA, WASHINGTON, (206)284-9611 3. VERIFY ELEVATIONS AND DESIGN SOIL DEPTHS SHOWN WITH CURRENT CIVIL GRADING PLAN 4. CONTRACTOR 8 VAULT BUILDER COORDINATE STRUCTURAL DRAWINGS WITH CML DRAWINGS PRIOR TO SURVEYING OR SETTING FORM WORK TO CONFIRM DATA ON DRAWING RECEt rEn CITY OP f UKWIILA APR 05 2019 PERMIT CENTER Vault Lid Plan big-'0,36q Scale: 3/16' = 1'-0" 0 a P 0 a collons group, IIc 5205 ne I8th ct renton, wa 98059 p: 206.556.1395 0 C1) CO coo Y 0 Tn CD J 0 C9 U ct C 0 U a 0 E 0 13 0 0 0 u a 0 0 C`0 O 0 � Cn Ci a z cr Eo N 9 aWL J u RNO. GATE REYl910N 3117119 PenriSubtS 0 1 3133fl9 Cal deorriew a 0 c 0 a cc 0 a 0 s sa�nmE E C4i i aY9U.t.114kE i APPIt€.A'i Yi) ! ;City of Tukwila auct.cosL ION E 0 COOED BLC Dumt BLC DATE: 2(03119 SIEET NUMBER: S3 #4x C—D @ 12'ec HORIZ ALT HOOKS (5)45IN WALL CENTER • I p eel Support Wall Reinforcing POUR SLOT 1 EVERY OTHER !.1 — 111111 •L elPER ELEV 14185 eIPRELEV 145 '1=111 Eil / s 1716 (• • #5x30'@1? (2)#5 (Z#5 0#4 xil) @ 6' Beam at Support Wall WALL PER PLAN. -- TERMINATE HORIZ REINF IN PILASTER wi90° HOOKS �#3x©@4' 1'-0' -- i BEAM Pilaster at Wall End WALL PER PLAN. EXTEND HORIZ REINF THRU PILASTER BLOCKOUT WALL FOR BEAM 1341 CLR, TYP — f BEAM #3x© @4' (605 Flush Column at 811 Wall 4 121S4 )Y00001000 STOP PILASTER REINF AT BOTTOM OF BEAM - 0Y0000"000 (2)#5 x 48' DOWELS EXTEND OUT OF PILASTER ADN INTO BEAM. CENTER DOWELS ON BOTTOM OF BEAM i 3184 #5 x48 MATCH BEAM REINF LAYO,,�1UTT d 25.0' Y d23.0 BLOCKOUT WALLY FOR BEAM 4154 d 18.5' 09 4'-0' Scale I'4'=10' Opening at Interior Wall wl Pilaster #4x U @12'HORIZ ALT HOOKS (5)#5 @ 9' CNTR IN WALL �+ 2' CLR Support Wall Reinforcing 6 III�Ihf11-L 11: 44 • • 4 I. III DOWEL PER 8&101S4 (2)#4 CONT • • • (7)#4x ' F@ 6'. TRIM HORIZ LEG @ M.H. OPENING 0 • CENTER (2)ADD'L #5 x 1241 OPENING WALL PER S2 Knee Wall at Manhole Opening (2)#6xTOP&BOT OUTSIDE CELLS (204x @ INSIDE CELLS GROUT DAM DOWELS PER 7IS4 @ 4' J J 1 , DOWELS PER 71S4 • /• • • • '1 I 4 j__ H I' i 7-0' da \K L • • • • / 5� ✓ —` —� / J i REINF (s) 4zr� @5' —/ DOWELS PR9IS1@5' // #5x /tia TOP& PERIIS4 TRIM AT IAN OPENING -BOT (4)PLACES Manhole Opening wf Knee Wall 8 7154 t (2)46 x TOP & BOT OUTSIDE CELLS (2)#4 x @INSIDE CELLS GROUT DAM - DOWELS PER 7154@4' c DOWELS PER71S4 1 J 1 i • • • (5)#4 x r� @ #5 x /tie. TOP & BOT (41PLACES t A REINF PER 7184 Manhole Opening wl Knee Wall 1 0 POUR SLOT BY CTC -- / • #4x48'INCELLS (2) 4 iv/ POUR SLOTS • 4 #3 x n= @ 18' 2'-0' WALL THICKNESS & REINF PER S2 11 • • • (2)#4 - #5x30'@18" Interior Wall at Planks 12 #4x r1@24' 44 , WALL THICKNESS & REINF PER FOUNDATION PLAN EXTEND VERT REINF TO TOP OF WALL UI� • , : ;i IIT 1IC CLOSURE POUR TO FILL HCP KEY OR GROUT - #4 - ADD'L #4 ABOVE COLD JOINT. COLD JOINT DOES NOT NEED TO ALIGN WI BOTTOM OF PLANK Exterior Side Wall 13 #4 x 24 ( LEG HORIZ EVERY OTHER CELL POUR SLOT BY CTC -- —_7TI !IFITILzt LL r 11 F.7 PER SUPPLIER 31" MIN, 4*' MAX WALL THICKNESS & REINF PER FOUNDATION PLAN te- • (2)#4 CONT #5x35' @ 12' Exterior End Wall 14 6'x618' DEEP BLOCKOUT AT 48' wl #4x A . FILL VOID WITH HIGH STRENGTH GROUT Grouted Joint wl Shear Reinf 15B - FILL VOID WITH HIGH STRENGTH GROUT Typical Grouted Joint 15A WALL THICKNESS & REINF PER FOUNDATION PLAN SLAB & REINF PER PLAN — r. 1 #4x J @18'ALTHOOK. CENTER IN WALL 6 DEGREE BEND ON BAR TAIL i:1 • DEPTH PER FOUNDATION PLAN BOTTOM REINF PER PLAN. CNTR ON WALL BEND BAR 6 DEGREES Interior Wall 17 SLAB & REINF PER PLAN *CLR • GREENSTREAK#741, 4' PVC WATERSTOP wI M WELDED JOINTS ---- ROUGHEN TO XIAMPLITUDE ----\ • FOOTING DRAIN: �a> - I.E .=PER FOUNDATION PLAN 3" CLR DOWEL PER 19154 ti 134 CLR rDEPTH PER FOUNDATION PLAN SLAB & REINF PER PLAN GREENSTREAK #741, 4' PVC WATERSTOP wl WELDED JOINTS ROUGHEN TO y'AMPLITUDE • FOOTING DRAIN: I.E. = PER FOUNDATION PLAN #5xJ @12' ALT HOOK • 3'CLR 1%"CLR_ / DEPTH PER FOUNDATION PLAN -----'� 4' rlECEPIED CI i Y OF 'N'URW:LA AP:-c (1;1 2Th1 ' ERMIT CENTER cn T collons group, Ile 5205 ne 18th ct renton, wa 98059 p: 206.556.1395 c (1) a) CO O CO a> c" CO -cr.) M _I 0 0 fr06 .-rn aQ N - (n U _ c�v 91 ..ice o N o c>Qoo`1O t 0 0 • .5 0 5 s E 0 E 0 tras CD a W c E -o atri iet cu N6 EM,E BE%4XII YI7119 Pet ii506it Detals - Tuit94118 9 4 ING D. SION BLC OM: 2103/19 16 FOR CALL -OUTS IN COMMON SEE DETAIL 19/S4 Exterior Side Wall 18 Exterior End Wall 19 D/8-'03OR 20 SEE: NUMBER S4 r DOWEL PER PLAN m POUR SLOT BY CTC —\ • dPER ELEVC PER ELEV (2)#4x @ INSIDE CELLS BEAM & REINF PER 21S4 • f • • • q DOWELPER RAN •:.S•.• (204. WALL THICKNESS & REINF PER S2-- SECTION r (804 x S r #4x A I TOP&BOT (4) PLACES /i #5x l+@EACELL (5)U4 x @ 1 24' da f GROUT DAM (2)#4 x @ INSIDE CELLS SECTION 1 • L • • • 7 DOWELS PER SECTION #4x =46 8 @ir ALONG PERIMETER OF SUMP - -- WALL & FOOTING PER S2 TRIM TOE OF FOOTING AND SLAB TO FOLLOW I.D. OF SUMP (2)04x • • BACKFILL AROUND SUMP AREA WITH PEA GRAVEL --- -- WATERSTOP OP IONS: - /' CETCO RX101 or GREENSTREAK LOCKSTOP ALL JON4TS ELEV PER CML (2)#6 TOP & BOT © OUTSIDE CELLS Manhole Opening w! Knee Wall EAST JORDAN IRON WORKS MANHOLE FRAME & SOLID UD. ADD (6) DIA x 2' SELF TAPPING SCREWS EQUALLY SPACED ALONG FRAME It:: 1'$" WHEEL CONTACT AREA PER AASHTO HOISTING HARDWARE AND INSERTS- (4) EACH I 0 ) INSERTS: DAYTON SUPERIOR F59, EXPANDED COL FERRULE LOOP INSERT,1'-0 NC x Sf, GALVANIZED, wl T21 INSERT LOCATOR PLUG SWIVEL RING HOSTING HARDWARE DAYTON SUPERIOR T26 DOUBLE SWIVEL LIFTING PLATE w11'-8NC BOLT. MINIMUM BOLT ENGAGEMENT WITH THREADED INSERT IS 1' SHACKLES & SPREADER BARS: SHACKLE: MINIMUM RATING: 7,000lb SPREADER BAR: MINIMUM RATING: 15,%Ob HOSTING HARDWARE • • #4TOP BAR, TYD \\ • a\ \\ • • • • • • #6 BOTTOM BAR, TYP. SEE PLAN FOR ADDED BOTTOM BAR r 10-T (603x +(10#3x J @5" (FIRST (4) ROWS AT 2A1 • // • • /% • /• • • ,..s/,•, • #5TOP &BOT . PLACE TOP BAR JUST BELOW TOP MAT AND PLACE BOTTOM BAR ON TOP OF BOTTOM MAT T-T • 7 fJ ADDL #6 BOTTOM • • -_.-t (3) ADM. 45 KIP OUTRIGGER ON 18"x18" BEARING PAD • • • • i PRECAST SUMP & CLOSURE SLAB. DESIGN CLOSURE SLAB FOR 900 PSF UPLIFT. PROVIDE WATERSTOP AT ALL COLD JOINTS III- �LII�III FOOTING DRAIN: I.E. = PER FOUNDATION PLAN ��- ADDL.(2)#4 ALONG TOP GF FOOTING .-(4)05PER •''� FOUNDATION 7 PLAN (4) 44 TRIM BARS TOP OF ALL CURBS 7- SITE -CAST PRECAST SOLID, REMOVABLE UD PER101S5. CAULK JOINT 1'i' Y" FELT / TO INTPREV N T WATER INNIET #4@6'EACH FACE #4x @ 6' 3" BRG • . • • (3)#5 (5)1l5 Ye FELT 7%4' 3/8'x3' NEOPRENE BEARING STRIP (60 DUROMETER). GLUE TO TOP OF WALL #4x C 3'BRG L • • • 1'-0' COIL (6)45 x 14'-0" @ 3' CNTR ON OPENING - - WALL THICKNESS& REINF PER FOUNDATION PLAN EXTEND VERT REINF TO TOP OF WALL 10'-4' • 4 1' 11= try If_,I IIt-n1 (4)#5 x 14.-0" @ 10' CENTER ON OPENING (4)#5 CENTER ON OPENING. E)(TEND48' BEYOND EACH SIDE OF OPENING GREENSTREAK #741, 4' PVC WATERSTOPwl WELDED JOINTS - - SLAB&REINF ROUGHEN TO PER PLAN .J AMPLFNDE Y2' CLR . • FOOTING DRAIN: I.E.=PER FOUNDATION PLAN DOWEL PER 19154 • - DEPTH PER FOUNDATION • PLAN • (4)#4@TOP OF CURB -�\ 10' 3i1 FELT BOTTOM 3 (7)#5 TOP & BOT #4TOP@6' #6BOT@6' .-- (2)05 TOP & BOT (2)05 TOP & BOT BTWN EDGE & MANHOLE • CONCRETE STRENGTH =5,000 PSI HOIST WEIGHT = 10,000 LB Precast, Solid 5z10 Panel 1 SITE -CAST PRECAST • SOLID, REMOVABLE UD PER 10155, CAULK JOINT / TO PREVENT WATER / INTRUSION Ye FELT j4, 7X' TI III °I=II= II=II • #4 x _ 1 LEG HORIZ EVERY CELL -- • 3' 3' BRG 114@6' • WALL THICKNESS AND REINFORCING PER FOUNDATION PLAN WALL THICKNESS & REINF PER FOUNDATION PLAN OAR .1 (604 10" • 1'!" CLR • %' NEOPRENE BEARING STRIP 160 DUROMETER). GLJE TO TOP OF WALL ADD'L (6)#5 x 14'-0' © 3' CNTR ON OPENING 1'-0' • • Y• WALL THICKNESS & REINF - PER FOUNDATION PLAN EXTEND VERT REINF TO TOP OF WALL 5'4' GREENSTREAK #741, 4' PVC WATERSTOP td WELDED JOINTS - SLAB & REINF ROUGHEN TO PER PLAN — I AMPLITUDE • 1 • tyx' CLR • • • 1 !Le Itar — (4)#5 x 14'-0' © 10' CENTER ON OPENING (405 CENTER ON OPENING. EXTEND48' • BEYOND EACH SIDE OF OPENING FOOTING DRAIN: I.E.= PER FOUNDATION PLAN aL RECEP/ED CITY OF "i i►kcit DOWEL PER 181S4 • APR 05 2019 PERMIT CENTEEi 1/'CLR `- DEPTH PER FOUNDATION PLAN 11 o ned to a third party without first obtaining the express written permission from collons group. IIC collons group, IIc 5205 ne 113th ct rental, wa 98059 p: 206S56.1395 4J 0) a) co U O (1) cao ..CY7_ O CC DO 0 a) 6 N 0 0 a) J O) a) 0 0 c O U RN0. DATE REA90N 3117119 PemitSu6rtilal S 1 ---3/31110 -....- CM rem mkt 0 43 and or finol • 6eta*Ts ss • .. yyv��.:f 2 City of SN USEI S Moat BLC I: 0 omit BLC Wil2t • ,1 DATE. 2103/19 L 48"0 x 48" MAX, PRECAST SUVP Section at Sump 16 tw o 73 5)(10' Opening wl Solid Removable Lid 18 • 3' CLR D5'z 0Opening wl Solid Removable Lid 2u • g • 9EETMNME9t S5