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Permit D17-0181 - BOEING - OXBOW BRIDGE REPAIR
BOEING - OXBOW BRIDGE REPAIR 9725 E MARGINAL WAY S D17-0181 Parcel No: Address: Project Name: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 5624201036 9725 E MARGINAL WAY S BOEING - OXBOW BRIDGE REPAIR Permit Number: D17-0181 Issue Date: 10/24/2017 Permit Expires On: 4/22/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BOEING COMPANY THE PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 JOHN S MURDOCH PO BOX 3707 MC 46-88 , SEATTLE, WA, 98124 BOEING COMPANY, THE 100 N RIVERSIDE, M/C 50034027 , CHICAGO, IL, 60606-1596 BOEINC*294ML BOEING COMPANY THE PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 Phone: (253) 350-5522 Phone: (312) 544-2535 Expiration Date: 1/18/2019 DESCRIPTION OF WORK: REPLACEMENT OF EAST BRIDGE ABUTMENT (EMERGENCY REPAIR) PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE AND PAVING. Project Valuation: $932,233.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $16,586.44 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: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Date: 10 -)-14--17 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or I-, a a . regulating construction or the performance of work. I am authorized to sign and obtain this develo men • . it an • agree to the conditions attached to this permit. Signatu Print Date :R' Za This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: The project requires approximately 150 square feet of mitigation due to the permanent displacement of intertidal habitat due to the placement of the sheet pile wall. Boeing will purchase credits from the King County Mitigation Reserves Program (in -lieu fee program) to fully mitigate the impacts within the same service area with available aquatic habitat credits. Proof of the purchase of these credits must be provided prior to final planning sign off on the permit. 2: Any vegetation removed during the bridge repair must be replaced with native plants. Only small hand tools may be used to remove the vegetation. 3: ***BUILDING PERMIT CONDITIONS*** 4: 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. 5: 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. 6: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 7: 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. 8: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 9: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 0 0 10: 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. 11: 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. 12: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 13: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 16: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 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: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 19: 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. 20: 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. 21: ***PUBLIC WORKS PERMIT CONDITIONS*** 22: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 37: Contractor shall follow all the conditions of the HYDRAULIC PROJECT APPROVAL (HPA) Permit No. 2017-4-347 01 issued on June 02, 2017, which is attached and made part of this permit approval. 23: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 24: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 25: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 26: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 27: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. d 28: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 29: Any material spilled onto any street shall be cleaned up immediately. 30: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 31: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 32: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 33: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 34: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 35: Coordinate lane closures that may impact usage of bus zones with King County Construction Information Center (CIC) at (206) 684-2732. 36: Within 3 business days of any lane closure(s) within METRO BUS ZONE , Contractor shall call Construction Information Coordinator, King County Department of Transportation, Metro Transit Division @ (206) 684-2732. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0200 FOUNDATION WALL 5230 PAVING AND RESTORE 5230 PAVING AND RESTORE 1500 PLANNING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4036 SI -DRIVEN DEEP FOUND 4034 SI -METAL PLATE CONN 4023 SI -OBS -SEISMIC REST 4028 SI-REINF STEEL -WELD 4039 SI -SEISMIC RESTIST 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 0 4040 SI -TEST -QUAL SEISM 4040 SI -TEST -QUAL SEISM 4004 SI -WELDING 5090 STORM DRAINAGE CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Permit No. 11- 0/01 Project No. y� Date Application Accepted: h - Date Application Expires: I - 11 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION OX Pe.A w f3R (i C Otf 6E/icY9 REPAIR, King Co Assessor's Tax No.: Site Address: 9725 East Marginal Way So Suite Number: Bridge Floor: Tenant Name: The Boeing Company - Oxbow Bridge New Tenant: ❑ Yes ® ..No PROPERTY OWNER Name: The Boeing Company - John S Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA zip: 98124 Phone: (253) 740-0214 Fax: Email: john.s.murdoch@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: Boeing Company - John S Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA zip: 98124 Phone: (253) 740-0214 Fax: Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2019 Tukwila Business License No.: H:\Applications\Forts-Applications On Line \2011 Applications\Pemdt Application Revised - 8-9-1 l.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: John S. Murdoch - The Boeing Company Company Name: kpff City: Seattle State: WA Zip: 98124 Architect Name: David K McMullen Address: 1601 5th Ave. Suite 1600 City: Seattle State: WA Zip: 98101 Phone: (206) 662-5822 Fax: Email: David.McMullen@kpff.com ENGINEER OF RECORD Name: John S. Murdoch - The Boeing Company Company Name: kpff City: Seattle State: WA Zip: 98124 Engineer Name: Thomas H Whiteman Address: 1601 5th Ave. Suite 1600 City: Seattle State: WA zip: 98101 Phone: (206) 662-5822 Fax: Email: Thomas.Whiteman@kpff.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 878,750 Existing Building Valuation: $ 12,000,000 Describe the scope of work (please provide detailed information): Replacement of East Bridge Abutment. (Emergency Repair). Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None ® Other (specify) Bridge - None Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2 " x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forns-Applications On Line \2011 Applictaions\permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 2"d Floor 3'd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None ® Other (specify) Bridge - None Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2 " x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forns-Applications On Line \2011 Applictaions\permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Does Not Apply 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 0 ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ... Valley View ❑ .. Renton 0... Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) 0... Hold Harmless — (ROW) .. • Right-of-way Use - Profit for less than 72 hours 0 .. Right-of-way Use — Potential Disturbance ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size.. WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public ❑ Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Povnit Application Revised - S-9-11.does 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 PENALTY BUILDING 0 Signature: Print Name: IFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PERJI RY l; THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. S. Murdoch - The Boeing Company Mailing Address: P.O. Box 3707 M/C 46-88 Date: 615 07 /2017 Day Telephone: (253) 740-0214 Seattle WA 98124 City H:\Applicntions\Fomes-Applications On Line \2011 Applicotions\Pemdt Application Revised - 8-9-I 1.docx, Revised: August 2011 bh State Zip Page 4 of 4 0 0 PUBLIC WORKS BULLETIN Alf PERMITS AND FEES CITY OF TUKWILA Public Works Department 206-433-0179 This Bulletin summarizes permits Public Works (PW) issues for onsite development and for activities in the right-of-way. Public Works permits can be issued as part of a building permit or as a Miscellaneous permit. Most Public Works permit fees are flat rates, except for Type C permit fees, which are based on the value of the construction work. For Type C permits, PW collects a base application and plan review fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Flat rate permit fees are due when the permit is issued. After the permit is issued, PW may assess additional fees for Revisions and inspections. These additional fees must be paid before the PW Final Inspection occurs. Refer to Bulletins A2, A4, A6, and A7, for more information. PERMIT DESCRIPTION Short-term Nonprofit Type A Issued for 72 hours to nonprofit organizations for assemblies, bike races, block parties, parades, parking, processions, nonmotorized vehicle races, street dances, street runs. Flat Rate $50 plus 5% technology fee. Short-term Profit Type B Issued for 72 hours to for-profit entities for fairs, house moves, sales, street closure. Flat Rate $100 plus 5% technology fee. Construction Type C I �- . . Issued for 180 days for activities in the right-of-way and on private property. These activities include sewer, water, storm drainage, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, utility installation/repair. Calculated fee based on construction value plus technology fee. Refer to Bulletin A2 to estimate permit fees. Long-term Type D Issued for periods greater than 72 hours for activities which do not disturb the right-of-way including: air rights, bus shelters, access to construction sites, loading zones, newspaper sales, recycling facilities, sales structures, sidewalk cafes, awnings, benches etc, underground rights, utility facilities, waste facilities. Flat Rate $100 plus 5% technology fee. Potential Disturbance Type E Issued for 180 days for activities having a potential to disturb the right-of-way, such as hauling 6 loaded vehicles/hr/8 hr day for 2 or more consecutive days or hauling hazardous waste. Flat Rate $100 plus 5% technology fee. Blanket Type F Issued for 365 days to telecommunications and cable franchisee, and utilities for connections, repairs, pulling cable through existing conduit, and emergencies. Flat Rate $250 plus $5000 PW inspection deposit. Flat Rate $100/PW Inspection. Approved 09.25.02 Last Revised 02.21.17 1 BULLETIN Al Flood Control Issued whenever there is construction, development, or substantial improvement within a shoreline, a special flood hazard area, or a flood -prone area. An FCZP grants approval to construct or develop within a flood hazard area, a flood -prone area or the shoreline, but does not replace the need for additional permits such as a building permit or a land altering permit. Refer to Bulletin A7. Flat Rate $50 plus 5% technology fee. Water Meter - Permanent Issued for domestic water supply for all new or reestablished services when sewer discharge rates are calculated based on water usage. Each individual building requires a separate water main tap. The fee includes a City -provided water meter. Fees listed below. Water Meter — Water Only Issued for a separate service from the main that will not discharge to the public sewer. The fee includes a City -provided water meter. Fees listed below. Water Meter - Deduct Required to meter water not discharged to the public sewer. The Permittee provides, owns, installs, and maintains the meter. This meter is installed downstream of a permanent water meter. An example is landscape irrigation. Flat Rate $25. Water Meter - Temporary Required for use of public water, on a short-term basis, where a metered supply does not already exist. The Permittee rents the meter from the City. Examples include dust suppression during construction or water supply during hydroseeding. Fees listed below. Reviews Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Revisions Charged for each revision to approved plans. Fee per revision is 25% of the Issuance and Inspection fee. Inspections Charged for each inspection after the first two at a rate of $66.50/inspection. WATER METER FEE SHEET Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 —12.31.2017 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 PAVEMENT MITIGATION AND TRANSPORTATION IMPACT FEES Please refer to Customer Assistance Bulletin A3 Pavement Mitigation and Transportation Impact Fees This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02.21.17 2 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins Al, A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right-of-way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right-of-way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, or utility installation/repair. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 0 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C Grading Fills in the regulatory floodway shall not be permitted. Per TMC Chapter 16.54.050: • A grading permit does not include construction of retaining walls or other structures. • A grading permit is issued for 180 days for all grading operations, except for the listed exemptions: 1. Excavation for construction of a structure permitted under this code. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or trenches for utilities. 5. Mining, quarrying, excavating, processing or stockpiling rock, sand, gravel, aggregate or clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil on adjoining properties. 6. Exploratory excavations performed under the direction of a registered civil or geotechnical engineer. Exploratory excavation does not include grading to begin construction of a structure, prior to receiving a permit. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Doee ii -Oic w,2f®c-'E PERMIT # /7 0 / ( g6p»tk If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement categ ry pp Mobilization At �• Erosion prevention 4 c 6w2 Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) oltile.°° 4.A• b cts C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is CORREe ra`il to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Ff4ECEIVED CITY OF TUKWILA LTR# 1 SEP 2 9 2017 PERMIT CENTER Approved 09.25.02 Last Revised 02/21/17 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx._ _ Remaining Years " Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) . $10.00 15-10 (75%) $7.50 .10-7 (50%) $5.00 . 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101— 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) ,1J' 1 O A AJ.W''II UT ' 9ApJ Qvedi09r25.02 t 'Last Revised.02/21/17 t-;:,:11:1 3* IIii :. 2 .2' (9) '71F1*:, e �..,. •1' BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H . Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017-12.31.2017 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt Receipt Number City of Tukwila R12638 DESCRIPTIONS I . PermitTRAK , • ACCOUNT - , . . 1 QUANTITY :• PAID . ' . $3,080.74 D17-0181 Address: 9725 E MARGINAL WAY 5 Apn: 5624201036 . . $3,080.74. Credit Card Fee $89.73 Credit Card Fee R000.369.908.00.00 0.00 $89.73 PUBLIC WORKS $2,924.16 • BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $1,337.08 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $1,337.08 TECHNOLOGY FEE ' $66.85 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12638 R000.322.900.04.00 0.00 ---. .J. $66.85 $3,080.74 Date Paid: Tuesday, October 24, 2017 Paid By: JOHN S MURDOCH Pay Method: CREDIT CARD 012243 Printed: Tuesday, October 24, 2017 3:44 PM 1 of 1 CPWSYSTEMS Cash Register Receipt. ReceiptNumber City of Tukwila R1.1867 DESCRIPTIONS 1 ACCOUNT . . PermitTRAK • . ' - ' '' I QUANTITY ' , . ' • ' ' L' PAID ' $13 505.70 D 17-0181 Address 9725 E MARGINAL WAY S 'Apn:'56242010,36 • • . - , •--,,' 13,505.70 Credit Card Fee . .._ . $393.37 Credit Card Fee R000.369.908.00.00 0.00 $393.37 DEVELOPMENT , $12,726.81 PERMIT FEE R000.322.100.00.00 0.00 $7,710.49 PLAN CHECK FEE R000.345.830.00.00 0.00 $5,011.82 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE. $385.52 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11867 R000.322.900.04.00 0.00 $385.52 ',...$13,505.70 Date Paid: Friday, July 07, 2017 Paid By: JOHN MURDOCH Pay Method: CREDIT CARD 010122 Printed: Friday, July 07, 2017 8:38 AM 1 of 1 CriWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 A7. -ors-) Project: 00X ,�JP{ i�4 of Inspection: Type 7i%I /ivy Address: ?we £ /14/9-400--L. v4 -7r Date Called: Special Instructions: Date Wanted: �v/�� a.m. P.m. Requester: Phone No: Approved per applicable codes. O Corrections required prior to approval. COMMENTS: A -L 501 LP ilia Alt9i2Vis Inspector: Date: REINSPECTION FEE R ' UIRED. Prior to next inspection. fee must,be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 tl7- 018 1 Pr • t: cType WA `©1c�t41 .� of Inspection: ` I 2 k--mcg q-0-,5- a ititli Date Called: L{ Date Wanted: 1-1-23-j8 a.m. Special Instructions: Th011145 4? -5.-503 -W-75- ��TJ//�� �1 Mark_ O6 - "( 3O' 1 tSk Requester: e Phone No: A)T €' ') 4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: — 5 U/L-p// ./rifts— e -Tr A)T €' PUBLIC A10 ,%i Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 3ri-o101 PrQj t:t ( �.A J, [7(JC I ` ��C1�fJW 47' �Q( Type of Ins ection: ��j Yt tl f vt� VI ddress: mot.„1,Lf cal Date Called: U 0 Special Instructions: ` Date Wanted: Requester: •� Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 44-61,Ltae.� P7A,;A: Aezedad Inspector P\61A0-1-1 Date: 1 I I i"`1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L43 King County Water and Land Resources Division Department of Natural Resources and Parks King Street Center 201 South Jackson Street, Suite 600 Seattle, WA 98104-3855 206-477-4800 Fax 206-296-0192 TTY Relay: 711 January 29, 2018 Mr. Mark Garrido The Boeing Company MS 1 W-08 P.O. Box 3707 Seattle, WA 98124 RE: Mitigation Statement of Sale Mr. Garrido, olio Enclosed Enclosed is an executed Statement of Sale for the purchase of 150 square feet of aquatic area in -lieu fee credit. This Statement of Sale is the official record of your in -lieu fee credit purchase and can be provided to the City of Tukwila as proof that this transaction is complete. Thank you for using the King County Mitigation Reserves Program. Sincerely, Megan Webb ILF Program Manager Enclosures: Statement of Sale RECEIVED CITY OF TUKWILA APR 2 0 2018 PERMIT CENTER o X81 1 King County Mitigation Reserves Program (MRP) 2 Statement of Sale 3 OFFICIAL RECORD OF SALE OF MITIGATION CREDITS PURSUANT TO THE TERMS AND CONDITIONS OF 4 THE KING COUNTY MITIGATION RESERVES IN LIEU FEE PROGRAM INSTRUMENT AND PROVISIONS 5 CONTAINED IN 33 CFR PARTS 325 AND 332 AS REVISED EFFECTIVE JUNE 9, 2008 (FEDERAL MITIGATION 6 RULE). 7 I. PURPOSE 8 This Statement of Sale confirms the sale of mitigation credits from the King County Mitigation 9 Reserves Program (hereinafter "Sponsor") to the Applicant listed in Article III below. This 10 Statement of Sale does not constitute a permit or permission to proceed with any proposed action. 11 The Applicant is responsible for obtaining all necessary permits for a proposed action. 12 II. TRANSFER OF MITIGATION RESPONSIBILITY 13 The Sponsor agrees to accept full legal responsibility for satisfying the mitigation requirements 14 for all U.S. Army Corps of Engineers (Corps), State, and local permits for which mitigation fees 15 from an Applicant have been accepted under the terms of this Statement of Sale. This responsibility 16 includes compliance with 33 CFR 332, 40 CFR 230, King County Code Chapter 21A.24, any 17 applicable state and local jurisdictional laws, and the terms of the King County Mitigation 18 Reserves In Lieu Fee Program Instrument (Program Instrument). In satisfaction of the 19 compensatory mitigation requirements, the Sponsor shall provide compensatory mitigation of the 20 type and in the amount necessary to meet applicable Federal, State, and local regulation 21 requirements. 22 III. APPLICANT AND IMPACT PROJECT DETAILS 23 A. Applicant 24 The Boeing Company 25 Attn: Mark Garrido 26 MS 1 W-08 27 P.O. Box 3707 28 Seattle, WA 98124 29 Tel: 253-219-9795 Page 1 of 5 RECEIVED CITY OF TUKWILA APR 202018 PERMIT CENTER • 1 B. Allocation to the MRP Program Account. The mitigation fees will be deposited into the 2 following accounts within the King County MRP Account (see Basic Agreement Article 3 III.D and Appendix F): 4 5 MRP Service Area: Central Puget Sound Total Mitigation Fees Collected from Applicant: $18,364 6 Land Fee Account: 7 Program Admin. Account: 8 Contingency Fee Account: 9 Long Term Management Fund: 10 Mitigation Project Accounts: 11 V. PROOF OF PURCHASE $3,740 (20.4% of total mitigation fee) $4,000 (21.8% of total mitigation fee) $1,062 (5.8% of total mitigation fee) $531 (2.9% of total mitigation fee) $9,031 (49.2% of total mitigation fee) 12 This Statement of Sale shall serve as official proof that the Applicant has purchased 13 mitigation credits from the Sponsor. 14 A. Signed Statement of Sale provided to Applicant. The Sponsor will provide a signed copy 15 of this form to the Applicant within 15 days after receipt of funds from the Applicant. The 16 Applicant is responsible for submitting copies of the signed Statement of Sale to 17 appropriate regulatory agencies as proof of purchase of mitigation credits from the 18 Sponsor. 19 B. Signed Statement of Sale provided to the Corps and Ecology. The Sponsor will provide a 20 signed copy of this form to the IRT representatives from the Corps and Ecology, co-chairs 21 of the IRT, within 15 days after receipt of funds from the Applicant. 22 C. Copies available to IRT members. Copies of this Statement of Sale will be made available 23 any member of the IRT upon the IRT member's request. 24 VI. ADDITIONAL PROVISIONS 25 A. Allocation of Funds. The Sponsor will deposit the moneys listed above into the program 26 account in the amounts listed in Article IV.B of this Statement of Sale. Record of these 27 funds will also be added to the Program Account Ledger. Page 3 of 5 1 IN WITNESS WHEREOF, the Sponsor confirms the information contained in this Statement of Sale to 2 be true as written. 3 SPONSOR 4 5 6 Josh Baldi Date 7 Division Director 8 Water and Land Resources Division 9 King County Department of Natural Resources and Parks 10 201 South Jackson Street, Suite 600 11 Seattle, WA 98104-3855 Page 5 of 5 FILE South Oxbow Bridge East Abutment Replacement Building Permit Structural Calculations June 28. 2017 REVIEWEL FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION b17--0181 FOILM South Oxbow Bridge East Abutment Replacement Building Permit Structural Calculations June 28; 2017 REVIEWED FOR CODE COMPLIANCE APPROVED kpff tmft 0 RECEIVED CITY.OF TUKWILA JUL 07201/ PERMIT CENTER 0 South Oxbow Bridge East Abutment Replacement Building Permit Structural Calculations June 28, 2017 Prepared for: The Boeing Company Attention: Mark Garrido Senior Construction Manager 206-930-7156 Prepared by: KPFF Consulting Engineering 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 KPFF Project No. 10041600438 - 40 South Oxbow Bridge East Abutment Replacement Structural Calculations — The Boeing Company <pff Table of Contents 1. Project Summary 2. Sheet Pile Design 3. Micropile Design 4. Cap Beam Design S. Approach Footing Design 6. Approach Span Design 7. Deck Panel Design 8. Barrier Design 9. Miscellaneous Details krif Project Description The South Oxbow Bridge, privately owned by Boeing, was closed due to an imminent failure condition of the east abutment timber piling that was discovered in January 2017 during routine inspection. The project seeks to replace the east abutment to reopen the bridge. A sheet pile and micropile system is used to resist the vertical and lateral loads. El. 17:5 IER 1 MT ERG Q NLN' DCRO'IlE ERG 301 ICR OP PAvF 4f SEAT TO c. 11-0' F95T SPAN,1 TO St REMOVED 11' AND REINS LRIJED IN AND NEW PRECAST TWPROACN RAS,SEE S5—\ CONCRETE STAEJCT BEARING PAD— NN EL 10.0 .S: AOJW a 4,2 $. WPROX RCTJND LEE WWII -3. 1'4vEPN01E5AT4 STARTING AT RUMOR - 40SCR 80 PERFORATED PTC PTFE (SEE NOTE 6) NETJ E8ET PILE AZ 26-70D 0150 Assumptions :TOP Q 14 -NEW CV CONCRETE CAP BEAM, SEE 1/S5 TEMPORART CONSTRUCTION .STRUT COMPACTED PRFE DRANWG ROOT TE141IlL PAESIC lIP EL -4t0 SEE S7 : x-2:1 ARMORED Stet 9'-0" 4'• 4'-9' =NEW SHEET PLC AZ 19-700 OR 50 (SEE MOTE 3) DP Q -12.5 NEN BATTERS) MICROPIIE, SEE 57 The east abutment replacement is designed using the current AASHTO LRFD code with the following assumptions: 1. Dead Loads Reinforced Concrete 160 pcf Steel 490 pcf Asphalt 145 pcf. 2. Live Loads 1 2. Live Loads Traffic lanes: Sidewalks: 100 psf HS -20 (to be consistent with the rest of the bridge structure design) 3. Impact Loads Barriers: 27 kip collision load (consistent with TL -2 loading and barrier shape to match existing shape/weight) 4. Seismic: 0.66g*W (the current structure assumes a reduction value of between R= 3 and 5 depending on direction) 0.4*W for concrete elements supported by bearing pads (0.4 coefficient of friction for concrete on rubber (Caltrans seismic recommendation)) 0.35*W for steel elements supported by bearing pads (0.35 coefficient of friction for steel on rubber (Caltrans seismic recommendation)) where W = seismic weight 18*H seismic soil pressure where H = height of soil 5. Pier 1 shall receive no additional load to avoid overstressing the existing structure. 6. Free draining rock is used between the sheet pile walls. 2 0 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Sheet Pile Design Tif Sheet pile Design Summary To replace the existing failed abutment, a new abutment will be constructed using sheet piles and micropiles. The sheet piles are arranged to create a cofferdam that distributes the large hydraulic loads between the front and back walls. The sheet pile loading diagrams were provided by the geotechnical engineer and consider active, passive, hydraulic, and seismic pressures. The design assumes the sheet pile wall resists the active soil pressures through cantilever action and that the battered micropiles will resist any seismic pressures. Both highest and lowest pressures were analyzed because construction loads may be supported by the walls. Friction alone provides the vertical support and therefore lowest pressures govern. AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) NEW VERTICAL MICROPILE, TIP 301' BAG & NEW MICROPILES 18'-0" 16.-0" 14'-10" 3'x3' ACCESS PANEL (LOCATION TO BE DETERMI ED) TOP EL 16.0 TIP EL -12.5. UNO EXIST TIMBER PILES TO BE REMOVED - _J V \ _f 3 2 TOP EL 16.0 - NEW'BATTERED MICROPILE, TYP TOP EL 16.0 V v v AZ 19-700 GR 50 OR SIMILAR (SEE NOTE 1) UNO 3'x3' ACCESS PANEL (LOCATION TO BE DETERMINED) • AZ :264.00 GR50 OR . SIMILAR (SEE NOTE 1) lq 'y F `s• TOP EL 16.0 NORTH ARROW, TOP OF EXISTING FEATUF SURVEY FORTH COM CONCRETE STRUCTURAL BEARING PAD i SHEET P 601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Project Oxbow Bridge Repair By AJG Location Date. 3/18/17 Sheet No. client Boeing Sheet Pile Design Job No. Case 1 - Offshore highest combined active and hydro pressures Sheet Pile Wall (Offshore) 62.4D Sp1 2 82.4(D+6) (Hydrostatic) ..(Hydrostatic)° ` 'f Passive Soil Pressure: Active Soil Pressures: spi 90(D+5) sal =400 sa2 = 400+20(0+5) a:= 8 ft b:= 9 ft c:= 5 ft sp1 (D):= 90 ft (D+ c) sal:= 400 psf sa2(D):=400psf+20Pst (D+c) seis:=16 ft b-144psf h 62 .4 psf Y ft *slope height *soil difference *hydro head differenc *passive pressure *active pressure *active pressure *seismic pressure *hydro pressure e 1601 Sth Avenue, Sulte <1600 Seattle, WA 98101 206.622.5822 Project. By Location Date Sheet No. tient Job No. 3(D+ ,2 01()1:= 2 D • hy• + 2 • spl (D) 3 2 1 ( b) sal•(D+ c) 1 02 (D):= 2 • sal• b•D+ c+ 3 + 2 + 2 O2s (D):= seis• b•ID+ c+ 2 ) s 2 (D)- sal Stability Ignoring Seismic (full cantilever) 0(D):=01(D)-02(D) 0'(28.6 ft)=- 0.3294 kip O(28.6226ft)= 0.0003kip 0(28.7 ft)= 1.1358 kip Shear equations Si (D):=2• hy• D 2+2• spl (D)4D+ c) *passive moment 2 3 D+c) 1" (D+ c) 3 + 2 by 3 *active moment *seismic moment (ignore for temporary contruction conditon) f*stable at D = 28.6226' (_total H = 1.3*D+5 ' +9' +4 ' approx = 56' 1.3*D increase per standard sheet pile design practice S2 (D):= 2 • sal• b+ sal•(D+ c)+2•(sa2 (D)- sal).(D+ c)+ 2 • hy•(D+ c S2s (D):= seis• b shear balance (zero, shear = maximum moment) S (D):= S1 (D)- S2 (D) S (16.687 ft)= 0.2649 f f 0 (16.687 ft)--- 77 .2573 kip ft ft 2 *passive shear *active shear *maximum moment 6 1601 5th Avenue, Suite; 1600 Seattle, WA 98101 206.622.5622 Project By Location Date Sheet No. Client Job No. Sheetpile capacity f := 50 ksi Y 4 := 0. 9 LF:= 1.5 Q:= 1 . 67 M:=IO (16. 687 ft)I= 77.3 ft kip ft 3 3 S27=.30.2 inftZ27:= 36.49 lft 3 l 3 S35: 48.4 1ft Z 35`= 57.1 ft kip ft Mn27•=Z27•fy=152 ft *moment design per LRFD *ASD checked for reference *PZ27 properties (conservative for AZ 19-700) *PZ35 and AZ 26-700 properties mu -0.849 Mn27 LF• M u -0.847 Mn27 kip ft Mn35- _ Z35 f Y= 237.9 ft M u =0.542 Mn35 0 LF• M u -0.541 Mn35 minimum Z; fy specified in drawings 7 16015th Avenin, Suite 1600 Seattle, WA 98102 206.622:5822 Project By Location. Date Sheet No. Client Job No. CASE 2 OFFSHORE SHEET PILE WALL LOWEST ACTIVE AND PASSIVE SOIL PRESSURES Sheet Pile Wall (Offshore) 4 1/2*sat*(D+9) spl Passive Soil Pressure: Active Soil Pressures: spl = 770 sal '24(D}9) sal Vertical Capacity for Const. Loads (assume (D+5) is the minimum "D" calculated above) spl (D):= 77 Pst D sal (D):= 20 ft (D+b) S1 (D):= 2 spl (D)• D S2 (D):= 2 •• sal (D)•(D+ S1(28.6 ft+ 5 ft) --43.465 fP S2(28 . 6 ft+ 5 ft)= 18.1476 fP u= 0.24 F1:= p. S1(28.6 ft+ 5 ft)= 10.4316 fP kip ft F2:= p• S2 (28.6 ft + 5 ft)= 4 .3554 *passive pressure *active pressure *passive shear *active shear *passive shear *active shear *geotechnical recommendation for soil/steel friction coefficient *passive vertical friction *active vertical frgction 16015th. Avenue Suite I Seattle, WA 9810i 206.622.5822 Project: By' Location Date Sheet No. Client. Job.No. Loff 34 ft Fvert— F2•Loff 148.1 /clip *width of offshore pile *verticalnominal capacity of sheet pile _ L *very conservative because only considers active pressure from landside; plenty of capacity 1601 Sth Avenue; Suite 1600 Seattle, WA 98101 206.622.5622 Project Oxbow Bridge Repair By AJG Location Date 3/18/17 Sheet No. Client Boeing Upland Sheet Pile Design Job No. a CASE 3 ONSHORE SHEET PILE WALL HIGHEST COMBINED ACTIVE AND HYDRAULIC PRESSURES Sheet Pile Wall . (Onshore) Sheet Pile Wall (Offshore) 62.40 (Hydrostatic) Passive Soil Pressure: spi a 100(0+9) a:= 8 ft b:= 9 ft spl (D):= 100 ft (D+b) sal:= 450 psf sa2:= 255 psf sa3 (D):= 255 psf+ 35 ft (D) hy:= 62.4 ft psf O1(D)'=2• by 33+1•spl(D).(D+,2 02 (D):=- 2 • sal•b• Active Soil Pressures: sal tr. 450 sa2 = 255 "sa2 = 255+35D bl sa2 (D) 2 1 (D) 1 (D+b) 3 D+ 3 + 2 + 2 (sa3 (D)- sa2) 3 + 2. hy. 3 *slope height *soil/hydro difference *passive pressure *active pressure *active pressure *active pressure *hydro pressure *passive moment *active mdiOent *stable at D = 6.524', 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.582) Project By Location Date Sheet No. Gent, Job No. Overturn Stability (full cantilever) 0 (D):= 01(D)- 02 (D) 0 (.6. 524 ft)= 8.8.10- 5 kip >0 implies stable Shear equations S1 (D):= 2•hy•D2+ 2•spl(D)•(D+b) S2 (D):=2• sal b+ sa2• D+ 2 •(sa3 (D)- sa2)• D+2• hy•(D+ b S (D):= S1 (D)- S2 (D) shear balance (zero shear = maximum moment) S (D):= 51(D)- S2 (D) S (2.852 ft)= 0.0087 lf f 0 (2.852 ft)=- 2.3484 kip ft ft Sheetpile capacity f := 50 ksi y 0:=0.9 LF:=1.5 0:= 1. 67 Mu:=l0 (2 . 852 ft)I= 2 .3 kiptft 3. 3 527:= 30.2 aft Z27`= 36.49 1ft M•= Z• f = 152 n2727yft kip ft 2 total H = 1.3*D+9'+4' approx = 22' 1.3*D increase per standard she pile design practice *passive shear *active shear *maximum moment *moment design per LRFD *ASD checked for reference *PZ27 properties Mu -0.026 Mn27 LF• M = 0.026 Mn27 11 e 16015th.Avenue, Suite 1600 Seattle, WA .98.101 106.622:5822 Project By Location Date Sheet No. Client Job No. CASE 4 ONSHORE SHEET PILE WALL LOWEST ACTIVE AND PASSIVE PRESSURES Sheet Pile Wall (Onshore) Sheet Pile Wall (Offshore) spi Passive Soil Pressure: sp1 = 82D sa3 Active Sod Pressures: sal = 350 sa2 = 240 sa2 = 240+350 Vertical Capacity for Const. Loads (aasume D is the minimum "D" calculated above) spl (D):= 82 Pt D sal := 380 psf sat:= 240 psf sa3 (D):= 240 psf+ 35 P t D S1 (D):=7• • spl (D)•(D+b) S2 (D):=4 • sal. b+ sa2. D+ •(sa3 (D)- sa2 S1 (6. 5 ft)= 4 . 1307 kip ft 2(6.5 ft)= 4.0094 kip ft *passive pressure *active pressure *passive shear *active shear *passive shear *active shear 12 16015tH Avenue, Suite. 1600 Seattle, WA 98101 206. 622 S Project: By Location Date Sheet No. Client Job" No. p.= 0.24 F1:= p• Sl (6 . 5 .ft)=0.9914 fP F2`= p• S2 (6.5 ft)= 0.9623 kip ft L :=_34 ft on Fvert F2• Lon= 32.7 kip *geotechnical recommendation for soil/steel friction coefficient *passive vertical friction *active vertical friction *wall width *vertical nominal capacity of sheet, pile *very conservative because only considers active pressure from landside; plenty of capacity 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5622 Project. By Location Date Sheet No. tient. Job No. CASE 5 AT -REST SOIL PRESSURES ON WEST END OF EAST -WEST RUNNING SHEETPILE WALLS (15::r0i) IFF 8' 9' A (Drainage FM) D 1/2`Poj +9) . 1/2'Ko1'.(D+9) 10-4 105 + m + At -Rest Soil Pressure: Po =18(0+9) At -Rest Soil Pressure: I<o1= 18(0+9) (at west eras of coffer cell) Vertical Capacity (assume (D) is the minimum "D" calculated above) p0(D):=18 Pst (D+b) kol (D):= 18. ft (D+b) S1(D):= 2•p0(D)•(D+b) S2 (D):=-1. • kol (D)•(D+b) S1(6.5 ft)-- 2.1623 fP S2 (6. 5 ft)= 2.1623 fP p:= 0.24 F1:=p•S1(6.5ft)=0 5189 fP F2:= p• S2 (6. 5 ft)= 0.5189 fP *at -rest pressure *at -rest pressure *passive shear *active shear *passive shear *active shear *geotechnical recommendation for soil/steel friction coefficient *at -rest vertical friction *at -rest vertical friction 14 16015th Avenue 5i ite -1600 Seattte, WA 9$1.0I 206.122:5B11 Project: By Location Date. Sheet No. Client: Job No. L side 18 ft Fvert=(F1+ F2)• Lside 18 .7 kips *wall width *vertical capacity; conservative but minimal capacity; isuppOrt const. loads on upland/waterside sheet piles. 15 kylinesfeelI ori = O R company * AZ 0 D AZ Hot Rolled Steel Sheet Pile SECTION Width (w) in (mm) Height (h) in (mm) THICKNESS Cross Sectional Area int/ft (cm2/m) WEIGHT SECTION MODULUS Moment of Inertia in4/ft (cm4/m) COATING AREA Flange (tf) in (mm) Web (tw) in (mm) Pile lb/ft (kg/m) Wall lb/ft' (kg/m2) Elastic in3/ft (cm3/m) Plastic in3/ft (cm3/m) Both ' Sides ft2/ft of single (m2/m) Wall Surface ft2/ft2 (m2/m2) AZ 12-770 30.31 13.52 0.335 0.335 5.67 48.78 19.31 23.2 27.5 156.9 6.07 1.20 770 344 8.5 8.5 120.1 72.6 94.3 1245 1480 21430 1.85 1.20 AZ 13-770 30.31 13.54 0.354 0.354 5.94 51.14 20.24 24.2 28.8 163.7 6.07 1.20 770 344 9.0 9.0 125.8 76.1 98.8 1300 1546 22360 1.85 1.20 • AZ 14-770 30.31 13.56 0.375 0.375 6.21 53.42 21.14 25.2 30.0 170.6 , 6.07 1.20 770 345 9.5 9.5 131.5 79.5 103.2 1355 1611 23300 1.85 1.20 AZ 17-700 27.56 16.52 0.335 0.335 6.28 49.12 21.38 32.2 37.7 265.3 6.10 1.33 700 420 8.5 8.5 133.0 73:1 104.4 1730 2027 36230 1.86 1.33 AZ 16 700 27.56 16.54 0.354 0.354 6.58 51.41 22.39 33.5 39.4 276.8 6.10 1.33 700 420 9.0 9.0 139.2 76.5 109.3 1800 2116 37800 1.86 1.33 • AZ 19-700 27.56 16.56 0.375 0.375 6.88 53.76 23.35 34.8 41.0 288.4 6.10 1.33 700 421 9.5 9.5 145.6 80.0 114.3 1870 2206 39380 1.86 1.33 AZ 20-700 27.56 16.57 0.394 0.394 7.18 56.11 24.43 36.2 42.7 300.0 6.10 1.33 700 421 10.0 10.0 152.0 83.5 119.3 1945 2296 40960 1.86 1.33 AZ 18 800 31.5 800 17.68 449 0.335 8.5 0.335 8.5 6.07 128.6 54.26 80.7 20.67 100.9 34.2 1840 39.7 2135 302.6 41320 6.82 2.08 1.30 1.30 AZ 20 800 31.5 800 17.72 450 0.375 9.5 0.375 9.5 6.66 141.0 59.50 88.6 22.67 110.7 37.2 2000 43.3 2330 329.9 45050 6.82 2.08 1.30 3.30 AZ 22-800 31.5 17.76 0.413 0.413 7.25 64.77 24.68 40.3 47.0 357.3 6.82 1.30 800 451 10.5 10.5 153.5 96.4 120.5 2165 2525 48790 2.08 1.30 AZ 23-800 31.50 18.66 0.453 0.354 7.12 63.56 24.22 43.3 49.9 404.6 6.94 1.32 800 474 11.5 9.0 150.6 94.6 118.2 2330 2680 55260 2.11 1.32 AZ 25-800 31.50 18.70 0.492 0.394 7.71 68.91 26.26 46.5 53.8 435.1 6.94 1.32 800 475 12.5 10.0 163.3 102.6 128.2 2500 2890 59410 2.11 1.32 AZ 27-800 31.50 18.74 0.531 0.433 8.31 74.26 28.29 49.7 57.6 465.5 6.94 1.32 800 476 13.5 11.0 176.0 110.5 138.1 2670 3100 63570 2.11 1.32 AZ 24-700 27.56 . 18.07 0.441 0.441 8.23 64.30 28.00 45.2 53.5 408.8 6.33 1.38 700 459 11.2 11.2 174.1 95,7 136.7 2430 2867 55820 1.93 1.38 • AZ 26-700 27.56 18.11 0.480 0.480 8.84 69.12 30.10 48.4 57.1 437.3 6.33 1.38 700 460 12.2 12.2 187.2 102.9 146.9 2600 3070 59720 1.93 1.38 AZ 28-700 27.56 18.15 0.520 0.520 9.46 73.93 32.19 51.3 60.9 465.9 6.33 1.38 700 461 13.2 13.2 200.2 110.0 157.2 2760 3273 63620 1.93 1.38 AZ 28 750 29.53 20.04 0.472 0.394 8.09 67.73 27.53 52.3 60.3 523.9 6.93 1.41 750.0 509.0 12.00 10.00 171.2 100.80 134.40 2810 3245 71540 2.11 1.41 AZ 30-750 29.53 750.0 20.08 510.0 0.512 13,00 0.433 11.00 8.73 184.7 73.08 108.80 29.70 145.00 55.9 3005 64.8 3485 561.5 76670 6.93 2.11 1.41 1.41 AZ 32-750 29.53 20.12 0.551 0.472 9.37 78.44 31.88 59.5 69.2 599.0 6.93 1.41 750.0 511.0 14.00 12.00 198.3 116.70 155.60 3200 3720 81800 2.11 1.41 AZ 36-700N 27.56 19.65 0.591 0.441 10.20 79.72 34.71 66.8 76.4 656.2 6.73 1.47. 700 499 15.0 11.2 215.9 118.6 169.5 3590 4110 89610 2.05 1.47 • AZ 38-700N 27.56 19.69 0.630 0.480 10.87 84.94 36.98 70.6 81.1 694.5 6.73 1.47 700 500 16.0 12.2 230.0 126.4 180.6 3795 4360 94840 2.05 1.47 AZ 40-700N 27.56 19.72 0.669 0.520 11.54 90.16 39.26 74.3 85.7 732.9 -, 6.73 1.47 700 501 17.0 13.2 244.2 134.2 191.7 3995 4605 100080 2.05 1.47 AZ 42-700N 27.56 19.65 0.709 0.551 12.22 95.51 41.59 78.2 90.3 768.4 6.75 1.47 700 499 18.0 14.0 258.7 142.1 203.1 4205 4855 104930 2.06 1.47 AZ 44700N 27.56 19.69 0.748 0.591 12.89 100.74 43.87 81.9 95.0 806.6 6.75 1.47 700 500 19.0 15.0 272.8 149.9 214.2 4405 5105 110150 2.06 1.47 AZ 46-700N 27.56 19.72 0.787 0.630 13.56 105.97 46.14 85.7 99.5 844.9 6.75 1.47 700 501 20.0 16.0 287.0 157.7 225.3 4605 5350 115370 2.06 1.47 AZ 46 22.83 18.94 0.709 0.551 13.76 , 89.10 46.82 85.5 98.5 808.8 6.20 1.63 580 - 481 18.0 14.0 291.2 132.6 228.6 4595 5295 110450 1.89 1.63 AZ 48 22.83 18.98 0.748 0.591 14.48 93.81 49.28 89.3 103.3 847.0 6.20 1.63 580 482 19.0 15.0 306.5 139.6 240.6 4800 5553 115670 1.89 1.63 AZ 50 22.83 19.02 0.787 0.630 15.22 98.58 51.80 93.3 108.2 886.5 6.20 1.63 580 483 20.0 16.0 322.2 146.7 252.9 5015 5816 121060 1.89 1.63 AZ 48-700 27.56 19.80 0.866 0.591 13.63 106.49 46.37 88.4 102.1 876.2 6.70 1.46 700.0 503.0 - 22.00 15.00 288.4 158.50 226.40 4755 5490 119650 2.04 1.46 AZ 50 700 27.56 19.84 0.906 0.630 14.30 111.73 48.65 92.2 106.7 914.6 6.70 1.46 700.0 504.0 23.00 16.00 302.6 166.30 237.50 4955 5735 124890 2.04 1.46 AZ 52-700 27.56 19.88 0.945 0.669 14.97 116.97 50.93 95.9 111.3 953.0 6.70 1.46 700.0 505.0 24.00 17.00 317.0 174.10 248.70 5155 5985 130140 2.04 1.46 • In stock. Technical Hotline: 1-866-875-9546 I engineering@skylinesteel.com 16 www.skylinesteel.com . kylinesfeelI a N LI CD R company • AZ D AZ Hot Rolled Steel Sheet Pile Available Steel Grades AMERICAN CANADIAN EUROPEAN AMLoCor •a ASTM • YIELD STRENGTH CSA G40.21 YIELD STRENGTH EN 10248 YIELD STRENGTH YIELD STRENGTH (ksi) (MPa) (ksi) (MPa) (ksi) (MPa) (ksi) . (MPa) A 328 39 270 Grade 260 W 38 260 S 240 GP 35 240 Blue 320 46 320 A 572 Gr. 42 42 290 Grade 300 W 43 300 S 270 GP 39 270 Blue 355 51 355 A 572 Gr. 50 50 345 Grade 350 W 51 355 S 320 GP 46 320 Blue 390 57 390 A 572 Gr. 55 55 380 Grade 400 W 58 400 5 355 GP 51 355 A 572 Gr. 60 60 415 S 390 GP 57 390 A 572 Gr. 65 65 450 S 430 GP 62 430 A 690 50 345 S 460 AP 67 460 A 690* 57 390 *Not available for A248/50/52-700. •'Corrosion resistant steel, check for availability Corner Piles C14 Grade: 5 355 GP Weight: 9.68 Ib/ft (14.4 kg/m) `1.18" "(70 mm) -(30 mm) IJ { 0.98" `1.18" "'0.79" 60°-120° (25 mm) 90°-135° -(30 mm) `(20 mm) "0.59" `(15 mm) Omega 18 Grade: 5 430 GP Weight: 12.10 lb/ft (18.0 kg/m) Delivery Conditions & Tolerances E 22 Grade: S 355 GP Weight: 6.87 lb/ft (10.2 kg/m) Delta 13 Grade: 5 355 GP Weight: 8.73 lb/ft (13.0 kg/m) Mass Length Height Thickness Width Double Pile Width Straightness Ends out of Square ASTM A 6 EN 10248 ± 2.5% ±5% + 5 inches —0 inches ± 200 mm ±7mm 5 8.5 mm > 8.5 mm ± 2% ± 3% 0.2% of the length 2% of the width Maximum Rolled Lengths* ±0.5mm ± 6% Delivery Forms Single Pile Position A Double Pile' Form I Standard Single Pile Position B Double Pile Form II on Request AZ 101.7 feet (31.0 m) E 22 59.1 feet (18.0 m) C 14 59.1 feet (18.0 m) Delta 13 55.8 feet (17.0 m) Omega 18 52.0 feet (16.0 m) • Longer lengths may be possible upon request. Technical Hotline: 1-866-875-9546 I engineering@skylinesteel.com 17 www.skylinesteel.com slpilinesfeelI eIYIJCORcompany * PZ/PS D PZ/PS Hot Rolled Steel Sheet Pile PZ ' SECTION - Width (w) in (mm) Web (tw) in (mm) THICKNESS Cross Sectional WEIGHT SECTION MODULUS Moment COATING AREA COATING AREA Pile lb/ft (kg/m) Wall lb/ft' (kg/m') Both Sides ft2/ft of single (m'/m) Wall Surface ft2/ft2of wall (m'/m2) PS 27.5 19.69 500 0.4 10.2 20 3500 Width Height Flange , Wall Area Pile Wall Elastic Plastic of Inertia Both Wall • 30 9.14 (w) (h) (tf) (tw) 5.3 221 3.65 1:11 1.11 1.11 Sides Surface in in in in int/ft lb/ft lb/ft' in3/ft in3/ft in4/ft ft2/ft of single ft'/ft2of wall SECTION (mm) (mm) (mm) (mm) (cm2/m) (kg/m) (kg/m') (cm3/m) (cm3/m) (cm4/m) (m'/m) (m2/m2) P2 22 22.0 9.0 0.375 0.375 6.47 40.3 22.0 18.1 21.79 84.38 4.48 1.22 559 229 9.50 9.50 136.9 60.0 107.4 973 1171.4 11500 1.37 1.22 P2 27 18.0 12.0 0.375 0.375 7.94 . 40.5 27.0 30.2 36.49 184.20 4.48 1.49 457 305 9.50 9.50 168.1 60.3 131.8 1620 1961.9 25200 1.37 1.49 P2 35 22.6 14.9 0.600 0.500 10.29 66.0 35.0 48.5 57.17 361.22 5.37 1.42 575 378 15.21 12.67 217.8 98.2 170.9 2608 3073.5 49300 1.64 1.42 PZ 40 19.7 16.1 0.600 0.500 11.77 65.6 40.0 60.7 71.92 490.85 5.37 1.64 500 409 15.21 12.67 249.1 97.6 195.3 3263 3866.7 67000 1.64 1.64 ' SECTION - Width (w) in (mm) Web (tw) in (mm) Maximum Interlock Strength k/in (kN/m) Minimum Cell Diameter! ft (m) Cross Sectional Area int/ft (cm2/m) WEIGHT Elastic Section ' Modulus in3/sheet (cm3/sheet) Moment of Inertia in4/sheet (cm4/sheet) COATING AREA Pile lb/ft (kg/m) Wall lb/ft' (kg/m') Both Sides ft2/ft of single (m'/m) Wall Surface ft2/ft2of wall (m'/m2) PS 27.5 19.69 500 0.4 10.2 20 3500 30 9.14 8.09 171.2 45.1 67.1 27.5 134.3 3.3 54 5.3 221 3.65 1.11 1.11 1.11 PS 31 19.69 500 0.5 12.7 20 3500 • 30 9.14 9.12 , 193.0 50.9 75.7 31.0 151.4 3.3 54 5.3 221 3.65 1:11 1.11 1.11 Minimum cell diameter cannot be guaranteed for piles over 65 feet (19.81 ml In length, or if piles are spliced. 58 Piles are needed to make a 30 foot diameter cell. Technical Hotline: 1-866-875-9546 I engineering@skylinesteel.com 18 www.skylinesteel.com slprlinesfeelI a rY LIC O R company * PZ/PS PZ/PS Hot Rolled Steel Sheet Pile Available Steel Grades 'ASTM PZ••PS YIELD STRENGTH YIELD STRENGTH INTERLOCK STRENGTH '(ksi) (MPa) (ksi) ' (MPa) . (k/in) (kN/m) A 328 39 270 39 270 16 2800 A 572 Grade 50 - 50 345 50 345 20 3500 A 572 Grade 60 60 415 - - - A 588 50 345 50 345 20 3500 A 690 50 345 50 345 20 3500 Corner and Junction Piles Female or Male Corner Length of T and Angle Varies �1 T Pile SKP90 SKP4S SKPT Or: A 572 Gr. 50 Gr: A 572 Gr. 50 Or: A 572 Gr. 50 Wt: 8.97 lb/ft Wt: 9.08 lb/ft Wt: 11.30 lb/ft (13.3 kg/m) (13.5 kg/m) (16.8 kg/m) A: 1.24" A: 2.05" A: 1.23" (31.5 mm) (52.1 mm) (31.2 mm) B: 1.76" B: 0.70" B: 1.46" (37.1 mm) (17.8 mm) (37.1. mm) 30" Y Pile Delivery Conditions & Tolerances 90° T Pile ASTM A6 Mass t 2.5% Length +5 inches —0 inches Maximum Rolled Lengths' PZ 105.0 ft PS 90 ft * Longer lengths may be possible upon request. (32.0 m) (27.48m) 120"Y Pile Transitional Piles SKAP Or: A 572 Gr. 50/60 Wt: 8.95 lb/ft (13.3 kg/m) A: 1.97" (50.0 mm) B: 0.69" (17.5 mm) C: 1.61" (40.9 mm) D: 0.02" (0.5 mm) 19 Technical Hotline: 1-866-875-9546 engineering@skylinesteel.com www.skvlinesteel.com 1601 5th Avenue, Suite 1600 SeatU.e, WA 98101 206 622-5822, South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Micropile Design 20 EL 17.5 C.) kpff Micropile Design Summary To replace the existing failed abutment, a new abutment will be constructed using sheet piles and micropiles. The micropile capacities were provided by the geotechnical engineer based off of soil borings and artisian pressure tests. The design is based on an AASHTO HS -20 loading to be consistent with the current bridge design philosophy. The existing span 1 will bear on the abutment as well as a new approach slab. The calculations assume a 16" approach slab with a 2" topping. The lateral design assumes the sheet pile wall resists the active soil pressures and that the battered micropiles will resist any seismic pressures. These pressures were provided by the geotechnical engineer. To resist the lateral load, the micropiles are battered at a 4 to 1 slope. The resulting tension imparts an additional compression load into the plumb micropiles that is accounted for in the design. PIER 1 17'-0° 301' VEMENT SEAT EXIST BRG. 1, NEW MICROPILE (NG BACK OF PA I TO c. BRG 34'-6° EXIST SPAN 1 TO BE REMOVED 11' AND REINSTALLED IN KIND NEW PRECAST 'APPROACH SLAB, SEE S5 —\ CONCRETE STRUCT BEARING PAD — APPROX GROUND UNE HW EL 10.0 MHW EL 4.2 Q MLW EL -3.3 1"0 WEEP HOLES AT 4' STARTING, AT MUDUNE 4.'0 CH 80 PERFORATED PVC PIPE (SEE NOTE 6) NEW SHEET PILE AZ 26-700 6150 TIP EL -41.0 F b) i TOP EL 14.0' NEW CIP CONCRETE CAP BEAM, SEE 1/S5 TEMPORARY CONSTRUCTION STRUT COMPACTED FREE DRAINING ROCK GEOTEXTILE FABRIC NEW PLUMB MICROPILE, SEE S7 2:1 ARMORED SLOPE 4'-0" NEW SHEET PILE AZ 19-700 GR 50 (SEE NOTE 3) TIP EL -12.5 NEW BATTERED MICROPILE, SEE S7 21 0 KPFF Consulting Engineers Dead Loads span 1 Total approach span 16" CIP/Prestressed 2" Overlay Cap length (ft) width (ft) weight (Ib/ft) 15.27 15.27 see Smath 36 7680 36 870 37 2282 Live Loads (AASHTO 3.6) HS -20, Tandem Lane Load Ped 28. 2571.4 5 10000 25 640 26 100 1.25DL+1.75'LL 1.ODL Micropile Design Micropile allowable capacity (assumed factored resistance) vertical for gravity required vertical for gravity required Lateral loads seismic earth pressure approach seismic bridge seismic cap seismic breaking lateral allowable capacity factored vertical reaction • 34 34 37 Oxbow Bridge - Boeing AJG Abutment Design.xlsx 6/25/2017 Micropile Design qty total (Ibs) 46000 1 117280 1 13286 1 84416 2 144000 1 50000 2 32000 5 - 2600 (solid 16" @ 160pcf, 29.625' span + 5.5" end, 36' wide) (w/ 2" overlay @ 145 pcf) 3.9'x3.9' cap @ 150 pcf (1995 bridge design truck; 1 lane each direction = 2 trucks) not considered not considered (100 psf, 5' wide sidewalk, 17', 35' spans) 582776.4 lbs No Impact since substructure (AASHTO 3.6.2. Factored Demand 582.8 kips STRENGTH 260981.1 lbs No LL for extreme due to lightly traveled bridi Factored Demand 261.0 kips EXTREME 120 kips 120 4.9 required 2.2 required 5 3 STRENGTH EXTREME STRENGTH EXTREME STRENGTH EXTREME 162 9 49572 18H, see geotechnical diagrams 400 4.5 61200 see geotechnical diagrams; active resisted by sheet pile; ignored for 130566 0.4 52226 0.4 friction coefficient on seismic weight for concrete 46000 0.35 16100 0.35 friction coefficient on seismic weight for steel 2282 0.66 55714 3.9'x3.9' cap; 0.66g accel in 1995 design (see drawings) 72000 0.25 18000 AASHTO 3.6.4 (1 truck; max of 0.2 friction coefficient per BDM 7.5.5) 1.0EQ 173612 lbs controls 1.0 LF per 2015 Interim Revisions 3.4.1 1.75BR 31500 173.6 Ultimate Kips 29.10 116.42 6.0 required battered EXTREME 8 6 total vertical total battered 22 El ion for Seismic Analysis rneric bearing pads o n the beating pad and concrete BROGE BEA 0.20. This value of position under However, tine vai r , sery ively low for seismic analysis and should not be used to dcterrnine substructure fort s. PAGE7 23 ScEE SOIL & ENVIRONMENTAL ENGINEERS, INC. 16625 Redmond Way, Suite M 124, Redmond, Washington 98052, www.SoilEnvironmental.com (425) 868-5868 DESIGN MEMORANDUM Date: March 27, 2017 To: Emily George, PE, PSE From: C.J. Shin, PhD, , PE Re: Micropile South Oxbow Bridge MICROPILE DESIGN Due to the recent advancement in micropile construction, we believe that the system is best to be designed by an experienced contractor. The contractor should review the soil conditions provided in this memo, and design and installthe pile to meet the design load requirements. The piling contractor should have at least 3 years experience in micropile design. Also, the contractor's site superintendent should have at least 3 years experience and the drilling operator should have at least 2 years experience in micropile installation. We recommend that the micropile be designed to meet the following geotechnical requirements. 1) Bond zone and pile sizes: Most of the liquefaction is expected to occur in the weak soils above the depth of 90 feet below ground surface. As such, the pile's bond zone should be installed below the depth of 90 feet (or below elevation -72 feet). We anticipate a minimum bond length of 20 feet. To reduce downdrag on piles and for resistance to buckling, permanent steel casing should be installed from the bottom of pile cap to the depth of 90 feet (top of bond zone). The pile should also have the following minimum sizes: Casing = 9-5/8 inches O.D., 0.472 inch wall thickness Center Bar = Grade 60 (ksi), #14, full length. 2) Pile capacity: We recommend that the pile be designed to have allowable compression and tension capacities of 120 kips per pile, and a minimum factor of safety of 2.5 under steady state condition. That is, the ultimate pile capacity should be at least 2.5DL = 300 kips. Our evaluation shows that this ultimate capacity represents a factor of safety of about 1.7 for piles at liquefaction condition. Based on our experience with similar soil conditions, we believe that post grouting will be necessary to achieve the design load. Project No. 1703 S&EE 24 Ms. Emily George, PE, PSE March 27, 2017 Page 2 3) Design review: The contractor shall submit a complete pile design and installation plan. These design and plan should be reviewed and approved by the project design team for conformance with the structural and geotechnical requirements. The submittal should include the pile and bond lengths, size, assumed bond strength in the bond zone and the procedures and equipment to be used for the installation. 4) Pile settlement: Our evaluations; show a maximum pile settlement of 1./2 inch under a 120 kips working load. VERIFICATION TESTS We recommend one verification micropile be installed and tested prior to the installation of production piles. The installation method of the verification pile should be the same as the production piles. The test location should be determined by S&EE prior to installation. We recommend the pile be tension - loaded to 2.5 times the design load, that is, 2.5DL = 300 kips. The test load should be applied incrementally at 25%DL. The 125% DL = 150 kips load should be held for at least 10 minutes for creep evaluation. Note that a center bar larger than #14 will be required for the maximum test load. The contractor should provide ways and means for accurate recording of loads and corresponding deformations. Prior to testing, the contractor should provide S& ,E with the calibration of the load jack. The latter should be calibrated within last two years. If dial indicators are used, at least two should be mounted across the loading head, and both should have a resolution of 0.001 inch. The load tests should be considered successful provided that the following conditions are met. 1) No pull-out failure 2) The creep rate at the end of the 125%DL is not greater than 0.04 in/log cycle time from 1 to 10 minutes or 0.08 in/log cycle time from 6 to 60 minutes 3) Total deformation in the embedded portion of the pile is less than one inch at 100% DL. Attachment: Log of Boring and Soil Profile. Project No. 1703?741yx. ^ S&.EE N6Y: 25 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206.622.5622 Project. SOUTH OXBOW BRIDGE By AJG Location. Date. 4/11/2017 Sheet No. Client Job No. DEMANDS DEAD LOADS: DECK - THE DECK ACTS AS A ONE-WAY SLAB - THE DECK IS COMPRISED OF PRECAST CONCRETE PANELS, EACH OF WHICH IS 6" THICK BY 8' -0" WIDE, AND THE TOTAL WIDTH OF THESE PANELS ACROSS THE ROADWAY IS 32' -9" . - IT IS ASSUMED THAT 100% OF THE SOUTHERN BARRIER AND CURB LOADS ARE SUPPORTED BY GIRDER LINE GA, AND THAT 75% OF THE NORTHERN BARRIER, WALKWAY, AND CURB LOADS ARE SUPPORTED BY GIRDER LINE GE AND 25% IS SUPPORTED BY GIRDER LINE GD. ALL OTHER DECK DEAD LOADS ARE SUPPORTED BY GIRDER LINES ACCORDING TO/THEIR TRIBUTARY WIDTHS. DECK WEIGHT: GIRDER SPACING: lbf DL deck- 155 ft 3 sG:=6.5ft WIDTH OF OVERHANG: wOH= 3.3 ft PANEL THICKNESS : t panel:= 6 in SPAN 0-1: L01:= 17 ft GIRDER LINE GA: TRIBUTARY WIDTH: TWGA= wOH+ 2 • s G= 6.55 ft TRIBUTARY AREA: (WSDOT BDM sec. 13.2.1) TA := - TWG• A t panel= 3.3 ft 2 AREA OF SOUTHERN BARRIER AND CURB: = 3.2 ft 2+ 1.4 ft 2=4.6 ft ASouth2 TOTAL DECK DEAD LOAD ON GIRDER LINE GA: lbf WDGA DLdeck(TAGA+ASouth,= 1221 ft 26 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 ,Project: By Location Date Sheet No. Client Job No. GIRDER LINE GB: TRIBUTARY WIDTH: TWGB- s G- 6. 5 ft TRIBUTARY AREA: 2 TAGB TWGB. t anel= 3.2 ft • P TOTAL DECK DEAD LOAD ON GIRDER LINE GB: GIRDER LINE GC: lbf wDGB= DLdeck TAGB= 503.75 ft TRIBUTARY WIDTH: TW GC- s G= 6. 5 ft TRIBUTARY AREA: 2 GC TA := TW • t = 3.2 ft GC panel TOTAL DECK DEAD LOAD ON GIRDER LINE GC: lbf wDGC= DLdeck TAGC= 503.75 ft GIRDER LINE GD: TRIBUTARY WIDTH: TWGD= sG= 6.5 ft TRIBUTARY AREA: TAGD= TWpanel GD t 3 .2 ft 2 AREA OF NORTHERN RAIL, BARRIER, WALKWAY, AND CURB: 1.3 ft 2+ 4.4 ft 2+ 3.2 ft 2= 8 . 9 ft 2 p'Nort := TOTAL DECK DEAD LOAD ON GIRDER LINE GD: w •= DL • TA + 0.25• A 848 .'625 lbf DGD deck( GD North, ft GIRDER LINE GE: TRIBUTARY WIDTH: TWGE: 2 • s G+ wOH= 6.55 ft TRIBUTARY AREA: TA := TWGE. panel anel 3..:3 :ft 2 AREA OF NORTHERN RAIL, BARRIER, WALKWAY, AND CURB: ANorth= 1 . 3 ft 2+ 4 . 4 ft 2+ 3.2 ft 2= 8.9 ft 2 TOTAL DECK DEAD LOAD ON GIRDER LINE GE: lbf W DGE- DL•((TAGE+ 0.75 No rt 1542.25. ft 27 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.6 22 5822 OVERLAY Project: By Location Date Sheet No. Client; Job No. - THE MATERIAL USED FOR THE OVERLAY IS ASPHALT, 140pcf - THE OVERLAY IS 2" THICK AND 24'-0" WIDE. OVERLAY WEIGHT: DL overlay 140 3 ft lbf WIDTH OF OVERHANG: wOH= 1 .3 ft THICKNESS : t:= 2 in (WSDOT BDM sec. 13.2.1) (OVERHANG - WIDTH OF BARRIER AND CURB) GIRDER LINE GA: TRIBUTARY WIDTH: TW GA= wOH+ —2• s G= 4.55 ft TRIBUTARY AREA: TAGA= TWGA t= 0. 8 ft 2 TOTAL OVERLAY DEAD LOAD ON GIRDER LINE GA: lbf wOLGA- DL overla• y TAGA 106.2 ft GIRDER LINE GB: TRIBUTARY WIDTH: TW GB= sG=.6.5 ft TRIBUTARY AREA: TAGB:= TW •t= 1.1 ft 2 TOTAL OVERLAY DEAD LOAD ON GIRDER LINE GB: lbf wOLGB-_ DL over lay TAGB= 151.7 ft GIRDER LINE GC: TRIBUTARY WIDTH: TWGC sG 6 5 f TRIBUTARY AREA: 2 TAGC:= TWGC• t 1 . 1 ft" TOTAL OVERLAY DEAD LOAD ON GIRDER LINE GC: lbf wOLGC- DL • overlay TA GC= 151.7 ft GIRDER LINE GD: TRIBUTARY WIDTH: TW GD- sG= 6.5 ft TRIBUTARY AREA: TAGD TWGD t= 1 . 1 ft , TOTAL OVERLAY OVERLAY LOAD ON GIRDER LINE GD: lbf wOLGD- DL overlay. TAGD= 151. 7 ft 28 0 1641 Stti Av€nue, Suite 1600 Stattie, WA 9EI01 206.622.5822' Project By Location Date Sheet No. Client OVERLAY (CON'T) Job No. GIRDER LINE GE: TRIBUTARY WIDTH: TWGE:= 0 ft TRIBUTARY AREA: TAGS := TWGE• t= 0 ft 2 TOTAL OVERLAY LOAD ON GIRDER LINE GE: CANOPY wOLGE- DLTA• TAGE- ft lbf -IT IS ASSUMED THAT 75% OF THE CANOPY IS SUPPORTED BY GIRDER LINE GE AND 25% IS SUPPORTED BY GIRDER LINE GD. CANOPY WEIGHT: w •= 10 lbf canopy ft GIRDER LINES GA THROUGH GC: THE CANOPY IS NOT SUPPORTED BY THE GIRDERS IN LINES GA THROUGH GC. lbf w _ CGA- ? ft lbf wCGB- 0 ft lbf WCGC= 0 ft GIRDER LINE GD: TOTAL CANOPY LOAD ON GIRDER LINE GD: wCGD canopy= = 0.25 H'cano = 2.5 f f GIRDER LINE GE: TOTAL CANOPY LOAD ON GIRDER LINE GE : wCGEcanopy= - 0.75 wcano = 7 5 ft lbf 29 DETERMINE UNIFORM DEAD LOAD FOR EACH GIRDER LINE, EXCLUDING SELF-WEIGH!4 16015th Avenue, Suite 1600 1 Seattle, WA 98.101 206.622.5622' Project. By Location Date Sheet No. Gient Job No. STEEL GIRDER SECTIONS: SPAN 0-1: W21x44 lbf WSO1:=44 ft (STEEL FRAMING PLAN/S101) ALL GIRDER LINES, GA THROUGH GE : SINCE ALL GIRDERS ARE IDENTICAL AT EACH SPAN, THE SELF -WEIGHT THEY SUPPORT WILL BE THE SAME FOR ALL GIRDER LINES. _ lbf W DLGA- W DGA+ WOLGA+ WCGA 1327 ft lbf WDLGB_ WDGB+ WOLGB+.wCGB-_ 655 ft _ lbf W DLGC- w DGC+ W OLGC+ W CGC 655 ft _ _ 1bf WDLGD-WDGD+WOLGD+WCGD 1003 ft _ lbf W DLGE- W DGE+ W OLGE+ W CGE 1550 ft DEAD LOAD DEMAND AT ABUTMENT 0 SPAN 0-1 GIRDER LINE GA:D =1 W + W L,„=11.7 kip DLO1GA 2 ( DLGA S01) 1 GIRDER LINE GB:_ 1 DDLOIGB 2 (WDLGB+WSO1)• L01=5.9kip GIRDER LINE GC: _ 1. DDLO1GC 2 (WDLGC+W501, L01-_ 5'9kip GIRDER LINE GD:D ,=1. W + W L= 6 . 9 kip DLO1GD 2 ( DLGD S01, O1 GIRDER LINE GE:D 1 ,( W ,,,•L DLO1GE 2 DLGE+501) 01= 13 . 5 kip DDLO1ABUTO= DDLO1GA DDLO1GB+ DDLO1GC+ DDLO1GD DDLO1GE 46 kip 30 C C� S&EE Job no. 1703 8' 9, 1/2*62 CASE1 OFFSHORE SHEET PILE WALL HIGHEST COMBINED ACTIVE AND HYDRAULIC PRESSURES Sheet Pile Waif (Offshore) should be 162 (1,8H) . 144 (Seismic) V_ 62.4D (Hydrostatic) spl Passive Soil Pressure: sp1 = 90(D+5) Active Soil. Pressures: sal = 400 sa2 = 400+20(D+5) (NOT -TO -SCALE) sa2 62.4(0+5) (Hydrostatic) (. Notes: 1. All pressures in pounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line 3. Seismic toad = 16H (based on horizontal acceleration = 0.3g) Figure 1 Case I :Highest Combined Active and Hydrostatic Pressures on Offshore Wall 31 O 7C 8'-X 9' CASE 2 OFFSHORE SHEET PILE WALL LOWEST ACTIVE AND PASSIVE SOIL PRESSURES Sheet Pile Wall (Offshore) l sp1 Passive Soil Pressure: spl = 77D Active Soil Pressures: sal = 20(D+9) (NOT -TO -SCALE) sal Notes: 1: All pressures,inpounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line 3. Coefficient of friction between soil and sheetpile = 0.24. This value includes a safety factor of 1.5 C� S&EE , Job no. 1703 twie --- Po we: (3r5e, Coaispia T.�......_.� Figure 2 Case 2:Lowest Active and Passive Soil Pressures on Offshore Wall 32 CASE 3 ONSHORE SHEET PILE WALL HIGHEST COMBINED ACTIVE AND HYDRAULIC PRESSURES Sheet Pile Wall (Onshore) Sheet Pile Wall (Offshore) S&EE Job no. 1703 (Hydr62ost4Datic) Passive Soil Pressure: sp1 = 100(D+9) (NOT -TO -SCALE) sa3 62.4(D+9) (Hydrostatic) Active Soil Pressures: sal = 450 sa2 = 255 'sa2 = 255+35D Notes: 1. All pressures in pounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line Figure 3 Case 3:Highest Combined Active and Hydrostatic Pressures on Onshore Wall 33 • CASE 4 ONSHORE SHEET PILE WALL LOWEST ACTIVE AND PASSIVE PRESSURES Sheet Pile Wall (Onshore) Sheet Pile Wall (Offshore) C� *spl*(D-9 sp1 Passive Soil Pressure: sp1 = 82D (NOT -TO -SCALE) 1 1"(9) s sa2*D o 1f2*(s: sa2)*D N p M sal sa3 Active Soil Pressures: sal = 380 sa2 = 240 sa2 = 240+35D Notes: 1. All pressures In pounds per square feet (psf) . 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line 3. Coefficient of friction between soil and sheetpile = 0.24. This value includes a safety factor of 1.5 C.) SciEE Job no. 1703 Figure 4 Case 4:Lowest Active and Passive Pressures on Onshore Wall 34 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East. Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Cap Beam Design 35 kpff Cap Beam Design Summary The cap beam design utilizes all of the loads derived in the micropile design section. Both lateral and. gravity loads were analyzed. Load combinations corresponding to the AASHTO extreme event case (1.0DL+1.0EQ) and the Strength I (1.25DL+1.75LL) case were considered for strength design of the cap beam. In addition, shear studs and additional reinforcement were designed to transfer the lateral load of the sheet piles through the cap beam and into the battered micropiles. BACK OF PAVEMENT SEAT EXTEND HOOK TO 3° FROM SHEET PILE FACE ..V .•-� CAP • BEAM, - REINFORCEMENT ./. ) SCAL1 1/2°_ 1'70' #4 TIE ®.127, UNO #9, UNO 36 Cap Design n Combined.sdb Y Vehicle nane -D c io O U)' >. cw•o O M aE.N U) 'X N a)2c C a. Q (n (� (n x O eC J 7 i 0 45 J W CT J .0 C NC N 0 J J J 3 IL li L 4) a 11 00 00 00 00 00 00 00 00 Micropile, typ. A 00 00 00 00 00 00 00 00 C C C C 4 I 0 13 spa @ 2.-3" 0 CM 37 X -Z Plane @ Y=0 SAP2000 19.1.0 cn u, a) c 0 U Ow a) a 0. as U 045 Frame Span Loads (STEEL GIRDER Dead) (GLOBAL CSy c c 0 a) C U ca) u0) O CD U)) 46 kips / 37' = 1.24 kips/ft > > > 2_, Cez > 00 o > > > z ett Os > z-) Z--> C 00 z-> Frame Span Loads (CAP Self Weight) (GLOBAL CSys) c 0 a v C o 0) 0 m `� U O N U) E 84.4 kips / 37' = 2.28 kips/ft 00 00 es C c 0 C 130.5 kips / 37' = 3.53 kips/ft 38 LL Frame Span Loads (APPROACH Dead) (GLOBAL CSys) SAP2000 19.1.0 0 CE(NI .N2 Cap Design gn Combined.sdb tteo < • • • Frame Span Loads (STEEL GIRDER SEISMIC) (GLOBAL CSys) c 0 a) a) 0 C) N C a) a a in 2 a)CD _U U) E }z 16.1 kips / 37' —0.44 kips/ft <971— oa < U < C 0 > tea) V -9V1 a) Tel0 N N a) N 49.6 kips / 34' = 1.46 kips/ft (conservatively applied to the entire 37') Gs'ti o a- < < a T1/^ a) r a) M as a a O Y a) a) LSA . . <-1.-g- 137 W I. Jim 3171. C 0 0 a) J37_ a 0 U_ E J.j� •c C 0 a) 73 a) a) a 0 0 a a)— a) a) N 1. 52.2 kips / 37' = 1.41 kips/ft 39 Frame Span Loads (APPROACH SEISMIC) (GLOBAL CSys) SAP2000 19.1.0 Cap Design Combined.sdb 839-- E6 Z0'60.< `i, C y-6 89'66- N < IT 89\ C89'1.6 C £E' Z0'601 86'9Z- 96'EZ LE I 1.9 dit V 40 L SAP2000 19.1.0 0 CO a cn a a) c E 0 U c o. 00'29 0. aS U 88' : '9Z- Ul A •I.89199L- 9, \9L'nil '6- 9t7'1. : l'99- 111• 1 J.9'9 l'89 171' 41 Y Shear Force 2-2 Diagram (EQ of . 0 0 N d 42 Shear Force 3-3 Diagram (EQ .0 N a) C O E O U C C) Co a as U 43 U- 44 E rn co 0 C? cr). C a) E O SAP2000 19.1.0 45 L _ Shear Force 2-2 Diagram (EQ (-) SAP2000 19.1.0 Cap Design Combined.sdb 46 cu ca 0. N C a) E o 2 SAP2000 19.1.0 y -w C_ E O U C C) OCo a)Q U 47 48 1 6Z'90L LZ'LL £0'IUM a LL'ZLL; 'Z6- V / b£'86 .9Z6- 88.g- v ' 'EL. ' 0 L� `69'00 £L- e 44 I>6f8-tr \69'Z6 '86- 9O 8£'Z6 14,714 LL' 211. 6Z'90L 49 U- SAP2000 19.1.0 a a> c E 0 U c rn C a as U L•E- L 99 9X99 Lt' O-� N < '--) L'09 9 i 99 50 U- Moment 3-3 Diagram (SERVICE II) SAP2000 19.1.0 0 STRUCTUREPOINT - spColumn v5.00 (TM) Licensed to: KPFF - Seattle - Commercial Projects. License ID: 65379-1052293-9-29236-1F06D \\SEA10\Bridgeng\Project Files\1600438 (Boeing S Oxbow Bridge Inspection)\03 Engin...\Cap Beam.col 000000 0 00 00 00 00000 000000 00 00000 00 00 00 0 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 , 00 00 00 00 00 00 00 00. 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 00 (DM) Page 1 06/25/17 10:20 PM spColumn v5.00 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright © 19::-2015, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spColumn computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness'of the output prepared by the spColumn program. Although STRUCTUREPOINThas endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spColumn program. 51 STRUCTUREPOINT - spColumn v5.00 (TM) - Licensed to: KPFF - Seattle - Commercial Projects. License ID: 65374-1052293-4-29238-1F06D \\SEA10\Bridgeng\Project Files\1600438 (Boeing S Oxbow Bridge Inspection)\03 Engin...\Cap Beam.col OGeneral Information: File Name: \\SEA10\Bridgeng\Project Files\1600438 (Boeing S Oxbow Bridge :Inspection)...\Cap Beam.col Project: Column: Engineer: Code: ACI 318-14 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: Concrete: Standard f'c = 4 ksi Ec =3605 ksi fc = 3.4 ksi Eps_u = 0.003 in/in Betal = 0.85 Section: Steel: Standard fy = 60 ksi Es = 29000 ksi Eps_yt = 0.00206897 in/in Exterior Points : No. X (in) Y (in) No. X (in) Y (in) No. X (in) Y : (in) 1 -27.0 -18.0 2 18.0 -18.0 3 18.0 13.0 -5.0 13.0 5 -5.0 8.0 6 -27.0 8.0 Gross section area, Ag = 1285 in^2 Ix = 91305.7 iri^4- Iy = 215177 in^4 rx = 8.42941 in ry = 12.9404 in Xo = -3.51556 in Yo = .-3.61284 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in72) Size Diam (in) Area (in^2) 0.38. 0.75 1.13. 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4With larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 16.00 in^2 at rho = 1.25% Minimum clear spacing = 2.87 in 0.63 1.00 1.41 0.31 0.79 1.56 Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) 1.00 1.00 1.00 1.00 1.00 1.00 - 24.0 - 24.0 14.0 - 1.0 - 13.0 - 1.0 5.0 - 14.0 - 14.0 -14.0 5.0 5.0 1.00 1.00 1.00 1.00 1.00 -24.0 14.0 14.0 14.0 7.0 - 2.0 - 2.0 9.0 5.0 9.0 Factored Loads and. Moments with Corresponding Capacities: No. 1.00 1.00 1.00 1.00 1.00 -24.0 14.0 -1.0 -13.0 7.0 - 8.0 - 8.0 9.0 - 14.0 - 14.0 Page 2 06/25/17 10:20 PM Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi kip k -ft k -ft k -ft k -ft in in EQI 1 EQI 2 Stf I 3 Str I 4 0.00 0.00 0.00 0.00 - 124.00 126.00 - 390.00 95.00 End of output *** 147.00 -94.00 0.00 0.00 - 736.11 853.47 - 787.18 895.52 872.65 -636.72 -0.00 0.00 5.936 6.774 2.018 9.426 13.16 9.02 6.94 5.54 43.59 0.00694 0.900 33.82 0.00826 0.900 29.10 0.00957 0.900 27.63 0.01293 0.900 52 O O O 45 x 31 in Code: ACI 318-14 Units: English Run axis: Biaxial Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/25/17 Time: 22:23:20 .I I • -3000 P = 0 kip 3000 My (k -ft) spColumn v5.00. Licensed to: KPFF - Seattle - Commercial Projects. License ID: 65374-1052293-4-29238-1 F06D File: \\SEA10\Bridgeng\Project Files\1600438 (Boeing S Oxbow Bridge Inspection)\03 Engineering of Repairs...\Cap Beam.col Project: Column: fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi eyt = 0.00206897 in/in lx = 91305.7 inA4 e_u = 0.003 in/in ly = 215177 inA4 Engineer: Ag = 1285 inA2 As = 16.00 inA2 Xo = -3.52 in Yo = =3.61 in Min clear spacing = 2.87 in 16 #9 bars rho = 1.25% BetaI = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Clear cover = N/A 53 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.6223822 Project Oxbow Bridge Repair By AJG Location Date Sheet No. Client Boeing Cap Design Equations Job No. d#10= 1.27 in d#9:= 1.128 in d#5:= 0.625 in A#10:=1.27 #10-1.27 in A#9= 1.0 in 2 agg:= 0. 7\in (smallest agg controls) Es 29000ksi f yflex 60 ksi fufle :=90ksi = 60 ksi f yshear X31:= 0.75 f' c:= 4 ksi E c:= _Y 1820•_If' ksi'= c f =0.24•_If' ksi'= _r c 4:=0.9 2 3640 ksi 0. 48 ksi Cap Characteristics cover:= 2.5 in :b:= 3 ft + 6 in h:=2ft+2.5in L:= 37 ft As:= 5•A#9= 5 in 2 Loads M u:= 390 kip ft V u:= 155 kip *AASHTO 5.12.3 (coastal, expoxy coated) *cap effective width (ignores sheet pile width) *cap effective depth (assumed shorter to be conservative) *cap length using 5 #9 @ 6 in. *top and bottom reinforcement *factored moment per AASHTO 3.4.1 (STRENGTH, see SAP results) *factored moment per AASHTO 3.4.1 (STRENGTH, see SAP results) 54 •5th Arenue, Suite.1600 e, WA 98101 206.622.5621 Project By Location Date. Sheet No. Client Job No. Flexural Reinforcement (see SpColumn results for more detailed moment capacity) Moment (5.7.3) c: - As• f yflex 0.85•f'c•131•b a:=131•c d h- cover- d#9 s 2 a Mn _ -As f • yflex s 2 d -c E _ s 0.003 s c =0.0221 Minimum reinforcement (5.7.3.3.2) 3 S := b h - 4915 . 75 in 3 c 12. h y1:= 1.6 2 yflex_ 0.6667 fuflex Mcr•=y3 y1 fr Sc= 209.7 kip ft c= 2.8 in a= 2.1 in d s= 23.4 in M n= 560 kip ft M n= 504 kip ft Mu d)•Mn n -0.774 n e s> 0.005 so tension controlled and d>=0. 9 M cr - 0.416 0.M n 55 OK 1601 SthAvenue, Suite 7600 Seattle, WA 98101 206.622.5822" Project: By Location Date Sheet No. Client Jolt No. Maximum spacing (5.7.3.4) M s:= 290 kip ft. M f := =31.lksi ss al ASIds- 21 do:= cover+ 0. 5. d#9= 3.064 in d = 1+ 1.1868 s.0 .7•(h- d ) l cJ y e:=1.0 *service load II (see SAP) (AASHTO 3.4.1) *steel stress at service *distance to extreme edge from tension steel 700ksi•y in smax f 2 dc= 12.8 irt ps ss Max/min spacing (5.10.3) minimum (5.10.3.1) s :=max((1.5•d#9 1.5•agg 1.5 in)) clearmin maximum (5.10.3.2) smax2=min((1.5•h 18 in)) 0 *exposure factor *AASHTO 5.7.3.4-1 #9 @ 9 in OK s clearmin 1.7 in smax2 18 in 56 16015th Avenue, Suite 1600 Seattle, WA 981.01 206.622.S621 Project. By Location Date Sheet No. Client. Job No. Shear (5.8.3) Loads V =155 kip V.• M u= 390 kip ft Max spacing (5.8.2.7) dv:=max[[ ds- 2) (0.72•h) (0.9•d s1JJJJJ 111 111 V u vu c.1)•b•d V if v <0.125 f' u c s := if 0.8.d<24 in max v 0.8.d V else 24 in else s :=if 0.4•d <12in max v 0.4.d V else 12 in Shear Resistance (5.8.3) s:=12 in N :=0kip u V :=0.25.f' • b• d n_max c v d M,,I v + + 0.5•N V u I u� V E s s :=d x V *factored load (see SAP results) (AASHTO 3.4.1) (at max shear location) 0. 125• f' c= 0. 5 ksi 0.8•dV=17.9in using the general procedure 5.8.3.4.2 d V=22.4 in V u= 0. 183 ksi s=17.9in1 max J V n max=940 kip E •A Es= 0.0025 S s s xe :=maxtf (12 minll(s 1.38 tl tx agg+ 0.63 in 4 8 51 R2:= (1+ 750• e ) (39+ s l sxe) 12<<s xe<<_80in s x=22.4 in • sxe=22.4 j32= 1.38 57 16015th Avenue, Suite 1600 A: 98101 206:622.5822 Project_ By Location Date. Sheet No. Client Job No. 0129+ 3500• e s ) deg l c: V =0.0316. R2•4f' cksi•b•dv V V u sreq i:D. c s• V sreq Av req cot(0)•f yshear• dv Av := 1 . O in 2 prov ((5) #4 per foot) V _ Av• prov f yshear• dv cot (A) Vs:- s V n :=V c +V s V=226.6kip n Details (5:10) Shrinkage and Temperature (5.10.8) kip 1.3 in ft (b h) n.2 0.11 2.(b+4 f ft yflex ASandT- max s max=12 in . so A= 37.8 deg V c= 82.2 kip V =90 kip sreq Avreq=0.62in2 Vs= 1 4 4 .4 kip cl)• V n= 203.9 kip V u -0 76 (b•V n OK 2 2 and ASandT- 0.60 ft so ASandT 0' 18 in ft however, the above is meant for beams and columns . For slabs Minimum Clear Spacing for #9 Maximum Spacing is 18 in. #6s @ 12 in. top in and bottomASandTprov 1.128 ft ASandT 0.156 p'SandTprov s := max ((1 . 5• d#9 1 . 5. agg 1 . 5 in)) 2 s =1.7 in OK 015th Avenue, Suite 1600 e, WA 98101 206.622.5822 Project By Location Date Sheet No. Client, Job No. 4.7.4.4 Minimum Support Length Requirements L:= 30 ft H:= 0 ft S•= 0 deg N=(8+0.02 ft+0.08• ft 1+0.000125 Shear Stud Design (6.10.10.4.3) dstud := 0.75 in Asc:-n 1ds2udl=0.44 in 2 f = 65 ksi u .. Q k=min((0.5•A sc cb: 0.85 . s s •Q n=22.7kip n stud= 14 nstud(cD•s f' • E A • f ))= 26.7 kip. c c sc u d= 317.2 kip maxLatera1=169.9kip *conservative approach span length =8.6in 12" provided OK. *maximum total lateral (see abutment design) maxLaterall _ 0.54 nstud(4)s Qnj 59 • 1601 5th Avenue• Suite 600 Seattle WA9i32 246.612.5627 Project By - Location Date Sheet No. Client; Job.No. Tension Reinforcement around the Shear Studs 5:= Q =26.7 kip provide a #7 tie around stud A.. :=0.6in 2 cI)s A# yflex 27 kip Q n -0.9872 0s A#7 fyflex therefore each reinforcing tie is stronger than the nominal value of the shear stud 0 1601 5th Avenue,Suite 1600 5eattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Approach Footing Design 61 kpff Approach Footing Design Summary The east end of the approach span bears on continuous rubber pad resting on a spread footing. The allowable bearing pressure is 2000 psf for minimal settlement. The design utilizes the Service II case for the allowable bearing pressure and the Strength I case for the reinforcement design. Stability issues are okay by inspection due to the lack of overturning loads and buried nature of the footing. 2'-0" • l 2nd Rear Axle Group (32 kip) 2,-0" Wheel Patch irq 20" x 10" Patch (TYP) 30'-0" 1st Rear Axle r_ Group (32 kip) 2'-0" 2'-0" Figure 3.6.1.4.1-1—Refined Design Truck Footprint for Fatigue Design 10" x 10" Front Axle Patch (TYP) Steering Axle (8 kip) Truck 62 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 project by location date sheet no. client Approach Footing job no. Asphalt Topping Prestressed Slab 1'-o" / / 0 N 2'-9" 5'-6" 1/2" rubber pad r-9' - LOADS DLfooting = 155 pcf*(3'*5.5'+1.33"1.75'-1'*1')= 2.76 KIPS/FT DLapproach = (165 pcf*12"+155 pcf*4" +140 pcf*2")*(301/2+1'-6")= 3.96 KIPS/FT LL = 2.52 KIPS/FT (see following) DEMANDS Service II = 1.0DL+1.3(1.33*LL) = 11 KIPS/FT Q = 11 KIPS/FT / 5.5' = 2 KSF <= Allowable OF 2 KSF so OK For strength design of the footing reinforcement, Strength I = 1.25DL +1.75(1.33*LL) = 14.3 KIPS/FT Therefore the max shear is 7.2 KIPS. The max moment is P/2*(5'-6"/4) = 9.83 KIPS/FT P P/2 P/2 63 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 project by location date sheet no. client job no. 2,_O„ r2nd Rear Axle Group (32 kip) 0 load carried through bearing pad through footing to soil (3'-0") Wheel Patch all line loads from each patch overlap for bearing d. ' Patch (TYP) 45°, typ load carried by approach spanio bearing pad Lenterlin pproach bearing (2'-0" pad) .load carried through -approach span to bearing pad through footing to soil .(1'-6"+3'-0") LL = 2*(8 KIPS/(20"+2*4'+2*31))+2*(8 KIPS/(20"+2*4.51)) = 2.52 KIPS/FT The line load is then evenly distributed to the soil through the width of the footing Note that a fully loaded span with two trucks simultaneously passing over the joint would produce the same average line load of 2.52 KIPS/FT (2*32 KIPS+2*16 KIPS (load at midspan))/38' = 2.52 KIPS/FT vertical distribution horizontal distribution 64 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5622' Project; Oxbow Bridge Repair By AJG Location Date Sheet No. Client. Boeing Footing Design Equations Job No. d#10=1.27 #10=1.27 in d#9:= 1.128 in d#5:= 0.625 in A#10 1.27 in 2 A#9:= 1 . 0 in 2 agg:= 0.75 in (smallest agg controls) E :=29000ksi s f yflex 75 ksi f uflex 100 ksi fyshea :=60ksi (31:= 0.75 f' c:= 4 ksi EC:=1820• If f r:= 0.2.4.4f cD:= 01.9 ksi.= c A„_:=0.31in 2 3640 ksi ' ksi' = 0.48 ksi c Cap Characteristics cover:= 3.0 in b:= 1 ft + 0 in h:= 3 ft + 0 in As:_ 1•A#5 0.31 in 2 Loads M := 9. 83 kip ft u V := 7.2 kip u *AASHTO 5.12.3 (coastal) *footing effective width (per foot basis) *footing effective depth (at max moment) using 1 #5 @ 12 in. *top and bottom reinforcement *factored moment per AASHTO 3.4.1 (STRENGTH) *factored moment per AASHTO 3.4.1 (STRENGTH) 65 Flexural Reinforcement 1601 Sth Avenue, Suite 1600 Seattle, WA 9Ei101 206.622 SB22' Project; By Location Date. Sheet No. Client; Job No. Moment (5.7.3) c.= 0.85 f' c 1 As• f yflex a=pl. c ds := h- cover - d#5 2 a Mn _-As f • yflex s 2) E d -c s 0.003 c E s= 0.1261 Minimum reinforcement (5.7.3.3.2) 3 Sc:- b• h =2592 in 3 12 h 2 y=1.6. yflex_ 0.75 Y3 - fuflex Mcr•=y3 yl fr, S�=124.4 kip ft or 1.33Mu=13.lkipft c= 0.76 in. a= 0.57 in d s=32.7 in M n= 63 kip ft 4 M n= 57 kip ft Mu -0.174 n Mn E s> 0.005 so tension controlled and 4)=0.9 Mcr =2.202 (1)•M n 1.33M u-0.231 OK 4)•M 66 015th Avenue, Suite 1600 ttle, WA 98101 206.622.5822" Project; By Location Date Sheet No. Client. Job No. Maximum spacing (5.7.3.4) M :=M S U M f - S-11.7ksi ss a As•(d s- 2, dc:=cover+0.5•d#5=3.3125in d R :=1+ c -1.1448 s 0 . 7•(h- dc) cJ ye=1.0 *service load II (use strength conservatively) (AASHTO 3.4.1) *steel stress at service *distance to extreme edge from tension steel 700ksi•ye in smax f 2• dc= 45.4 in Rs ss Max/min spacing (5.10.3) minimum (5.10.3.1) s max((1.5•d#9 1.5•agg l.5in11 » clearmin maximum (5.10.3.2) *exposure factor *AASHTO 5.7.3.4-1 #5 @ 12 in OK n. 1 • 7 in • s clearmi smax2= min ((1 . 5• h 18 in)) smax2= 18 in 67 1601 SthAvenue, Suite; 1600 Sea tfiep WA 98101 206.62 2.5822 Project: By Location Date Sheet No. Client Job No. Shear (5.8.3) Loads V=.7.2kip • u ' Max spacing (5.8.2.7) dvi= max (i( d 57 V vu ch• b• d v al (0.72.h) M = 9.83 kip ft 0 . 9• d 5)11. if v u < 0.125. f' c s := if 0 .8. d< 24 in max v 0.8•d v else 24 in else 5 maxi= if 0.4•d <12 in v 0.4•d V else 12 in Shear Resistance (5.8.3) s:= 12 in N := 0 kip V :=0.25•f' •b•d n_max c v M +0.5•Nu+lVul Es E •A l ul d V 5 5 s d x v *factored load (see SAP results) (AASHTO 3.4.1) (at max shear location) 0.125•f'c= 0.5 ksi =0.5ksi 0.8d = 25 . 9 in V using the general procedure 5.8.3.4.2 [12 1.38 sXe:max min((( s x agg+ 0.63 in (i2: 4 8 51 (1+750•e5) (39+s xe) d V=32.4 in v = 0 . 021 ksi u s max= 24 in V n max=389 kip E s=0.0012 s x= 32 .4 in 12<_sXe<80in sXe=32.4 (32=1.8 68 1601. Sth.Avenue; Soite 1600 Seattle, WA 98101 206.622.5822 Project. By Location Date Sheet No. Client. JobNo. 8:129+ 3500• E deg V c:= 0 . 0316• (32.4 f' c•ksi • b• dv V V = u -V sreq c1:1 s•V sreq Ab req cot (A)• f yshear dv Av =0in2 prov (no shear ties) V _ Avprov• f yshear• dv cot (A) s V :=V +V V =44.2 kip n c s n Details (5.10) Shrinkage and Temperature (5.10.8) kip 1 . 3 in ft (b• h� in 2 ASandT=max 0.11 2.(b+ h)• f yflex ft s =12 in max e=33.2 deg Vc= 4 4 . 2 kip =44.2kip V =- 36.2 kip sreq Av =- 0.15 in 2 req V s=0kip cl:••V =39.8 kip n V soO. V =0.181 n OK 2 2 and ASandT 0.60 in in ft s° ASandT 0.11 ft however, the above is meant for beams and columns. For slabs #5s @ 12 in. top and bottomA := 0.31 SandTprov ASandT in 2 ft 0.355 ASandTprov 69 OK 5th.Avettue Suite '1600 Sean#e, WA 98101 206.622 822' Project;` By Location . Date. Sheet No. Client Job No. 4.7.4.4 Minimum Support Length Requirements L:= 30 ft H:= 0 ft S = 0 deg *conservative approach span length 24" provided F1 0 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Approach Span Design 71 1q3ff South Oxbow Bridge Approach Span Design Summary The approach span at the East abutment is designed to span up to 32 ft between the new cap beam bearing and new footing support. The approach span consists of nine precast prestressed solid slab girders; each is 12" thick and 4'-0" wide. The prestressed units are covered with 4" thick concrete topping and asphalt overlay (2" nominal). The following calculations show the analysis and design of the prestressed solid slab girders using PGSuper (part of BridgeLink software). The calculations provide geometry, material, dead load, and live load assumptions. The design live load vehicle is assumed to be HS20 truck. A summary check report by PGSuper for all nine girders is provided. In addition, more detailed specification check reports for Girder 1 (Exterior) and Girder 5 (Interior) are also provided. 72 D Oxbow Approach Span Girders — Plan and section: u❑ kJ' e�! 6 cn C' N tr. h !!1 cd, iM1t `Y Pte, is+ 13 v a sp.;;, •-ii/...Wiltfiis� -i s•Y"�'.".-�... rte. - File Edit: Project Loads' Library" Ontrons View Window He'p`x p.❑ ;' re E;©I,X-r)—ca a �LS LSI, ��.RF. I(l (®`7"2 ►:��)�/I' IH<J t ft9a(¢o a �. - s w 0 O.Oq] ft IFor Help press Fny Envelope ® AutoCalc : Off NUM .1 I ' 36.7+0 d Y 'moi` 11 1111.111116,J 1 2 3 4 6 7 8 2.00 0•4 8 spaces ED 4A00 1 = 22.002 fl 2.000 it E.375 ft 00' 00-.00-"-E-1 —o fi N 90'00' 00.00" E'� f. a O m 0 w v m 73 0 C 0 Concrete Topping and Asphalt Overlay: A • E • o C 0 & . 0. • Stay in Phee Deck Rand Dirrien.sicx0 L • :A 1 L k - ,6 1 1 — l' t .., m 1 _ : c § . L — t e t '°' .1 4, r 1 5 , -'c :E... .1 g _ .c c - • rTi 31 NG 0 74 o ( 0 Concrete Topping Material Details: . .. _ ;IIi . - r 5.11 CI a LT, l ' M 1 _...) — — CN1 I ;in - , kr • •,.....—.... 6 CZ5 : IM • • Lb Lb 0.1 6 ... a i i 1 - ,. L: ' 1 -8' • c ; - 1 .tu- -ff ___ , - — d.,, _. .. ... .... E l Zi u9 t ri) 1:1) _a = I • 1 8 ig'-'14 t •11., NI '0 .1 — (31 110M. CC (1) = 11) 61 -., .0, , a? g, ,g., t o , 0 cn , cn ca g ..... ii• ' -,...1 El ti) i i 0 r 4g i 0 il ti P , 0 _ 7 @ F-- w di '5. L 0 u 75 76 D 77 I- a CIO n3 4- U a F- to 4-, a) a) 44 U C 0 U aJ V ami t7 -© z ftmemis1 723. 78 D 79 0 Girder Long. Reinforcement Details (Full length) — Typical for all girders: 80 0 a) a C 1,4 t Eqj Ea —.. it.. ctd t -- g 31. 1 .5 4 _ c t L ID Ill g 8 g I. a a) c a c 1 L n 0 ..J I :to.n1Wspal I , .NNNC•4 M - en 8 I V N N N CI . ., • . gn • td1 .1 .6-• c., to di A P- i . . • . . • .0 ' 0 N tl' - ...I 4 t-, , .4. 45. a. E. ..P. g IV 0 qt E N 5 IC ti 8 g' _i c). 1 .5 0 I. a a) c a c 1 L n 0 ..J I :to.n1Wspal I 2 - O • Cr 0 81 Girder Lifting and Shipping Details — Typical for all girders: r' Girder Detaits for Span 9, Girdere1 General 1 Debondmg�Arg.Rir d. orcementTrans:-Reinforcement Tepoary Conditons. `Temporary Support Locations Enter Support location measured from the ends of the precast elenent: Release END'. ft the keyword END for Supports at the ends of the precaat element) Lifting: 2.000 . ft Storage 2.000 ft iUse.thekeyword BRGfor supports at.the final bearmgfocafons) Shipping TrailingOrierhang LeadingOrreitiangH 1 ireliii Traifng overhang 3.000 ' ft Girder Length 33.333 ft, Lead'mg.(hrerheng L '3.000 ft t-taul T Xk HT40-72, Copy to all Otters in this: span o<r -. Cancel: :, [ Help' . 0' Girder Details —Typical for all girders: ................, ,,,........•_,..=-.-__. _ . _ , .- . —.. „.... 1------F t —7. ....4 -----,-___s--,--,..„ 8 , ig ! . • • • • i • , • • a. J ..__. , 0 -c - k —F- r (------ a...s. .- —. ... d. 3 .. ..t, g and hailing n i — t , E I; g , C , a , (11' II % ^ .., s : en ,t11 ..gt 1 '2 i ---- s Solid Slab (OXBOW Generat . -Permalcni itry V-(" Snlid Slab Cl) Girder Type ilitotied SW) ir •View f.carton at Endei.: hider Dirrensiors 9P q0000000EN:01 . 0 > 0 H. , . i • 4 om• a ,,,, I 1 i (.9 ,..: al Lb L V . 83 L 4J I- O 9- fC U roQ O A C roL LA N co U .Q C MM O C.s `•-( - .s E:C•C = C N Cr) 00._ lLofimmm O�DOp 11 ( • ICY LL7 0 r ' •r r II II II 11 II II 11 1111 II 11 Q}} x +. n Ln T. Straight Strands. U 84 0 Girder section (Exterior units): • 85 Girder section (Interior units): 0,3. 0 IIII; kg km A VI n • l U. rz u' u` fl a 0 U C U M Ti C. L { • 0 0 -1 It • ----G O a C o V • • • • • • • • • • • • • • • • 0 U b35£ ▪ .. .. - U!000Z. ► C. C 6 C u. 86 0 C 0 In co 0. co 8 CD U 0_ In CD u_ co 0 87 DV, (Iriri) ÷ Ii.5J (i1,-+IM) DV/ [(max) DVI +. t:LL-FIM) . 1 I'lA I to f-1 1Lf rf) + 4- + 1• 0!--. '''''' .E 0-N :6" CU lou U U U U U el in O .r3 0 0 -1" , 0 .0'E , 51 e .ro 1 ..-4 — II I. 8 UJii En II- v . O. 0 -II - . 4.-4. VI I -I r cn. ti an c 11) 4;,i c/a •r-; 1 Ln 0 I fu tn 42 tu 1...- 87 O a Live Load Definition (HS2O Truck) — Typical for all spans: 88 CL -.K0 O 417 d. a. ui F. a i x am r0 y p c 1) E g .113- O41 V ( - - -0 Q1 } C)r13 • F) H ro a t v, - y fo 12 a� c z y 0C m a) 2 02a) a C c nt COy O w .- T a _ F Oi U i Vehicular Lice Load - HS2O (Read Only) vt=4 Ct ) ne Load 0-640 kip/ft foi N PI Pa4.1 en Q QkCO ill ca m i 1 a- - _..__". _ _- ___-st.. .. .. _ 88 Live Load Impact factors — Typical for all spans: al Design Live Loads - Design Limit States - - - - • Select the live loads to include in the Service and Strength I limit states envelopes -Fatigue Limit States Select the live loads to include in the Fatigue I limit state envelope r Permit Limit States Select the live loads to include in the Strength II limit state envelope li . ingle-Unit SHVs a Notional Rating Load (NRL) E" AASHTO Legal Loads P" Fatigue Ir HL -93 p H10 H5f^ HHS20 r^ HS25 Q OL1 f^ OL1 (Neg Moment) Ir 0 L OL2 (Neg Moment) Fr Type EV2 hall „'.., n n A :i — F' Notional Rating Load (NRL) f' Aa.SHT0 Legal Loads .,/ Fatigue F1 HL -93 r^ H10 P" H5 HS20 ra HS25 OL1 F' OL1 (N eg M oment) r^ OL2 I"' 0L2 (Neg Moment) OType EV2 F" Type EV3 A (` H + f"° Single -Unit SHVs F Notional Rating Load (NRL) ' AASHTO Legal Loads r Fatigue r HL -93 r H10 r f°' H5 ❑rte HS20 I^ HS25 ' OL1 OL1 (Neg Moment) F' 0L2 fes' 0L2 (Neg Moment) f" Type EV2 r1 7...... C11') ... Dynamic Load Allowance (Impact) Dynamic Load Allowance (Impact) ! Dynamic Load Allowance (Impact) Truck 122 % Lane 0 % Truck l 151 % Lane 0 % 1 Truck 1 331% Lane 1 01 r ii Application of pedestrian live load to girders carrying sidewalk loads. Apply: Application of pedestrian live load to girders carrying sidewalk loads. Apply: Application of pedestrian live load to girders carrying sidewalk loads. Apply: [Concurrently with vehicular live load No Ped. Load, vehicular live load only . No Ped. Load, vehicular live load only — , t_ i i — _ ,_._ _ ___ _ _ _— _ _ - ..� Live Load Event Event 5: Final with Live Load (Bridge Site 3) Live loads for rating are defined in the Rating Criteria dialog 1 OK Cancel 1 Help r� 0 IM co a CO L 0 u 0 H L 0 u u ra 0 4-0N f▪ 0 0 J Q) 90 Multi -Girder Spec Check Summary June 27, 2017 3:51:32 pm PGSuper (x64) Copyright© 2017,.WSDOT, All Rights Reserved Version 3.0.0 - Built on Jan 18 2017 Project Properties Texas Department of Transportation a t * *�,yam v+r .$ 404, sas Department of Transportation Bridge Name South Oxbow Bridge Bridge ID Company KPFF Consulting Engineers Engineer Ahmad Ashour Job Number Comments File F:\Project Files\1600438 (Boeing S Oxbow Bridge Inspection)\03 Engineering of Repairs\AA\PGSuper\Approach Span- 12" solid slab 5-22-2017.pgs 91 Configuration Configuration Publisher: WSDOT Configuration Package: ftp://ftp.wsdot.wa.gov/public/bridge/Software/PGSuperNersion_3.0.0/WSDOT.pgz Configuration Date Stamp: January 31, 2017 10:08:08 am Library Entry Source Girders 1'-0" Solid Slab (OXBOW) Project Library Traffic Barriers none Project Library Project Criteria WSDOT - Prestressed Girders Master Library Vehicular Live Load HS20 Master Library Vehicular Live Load OL1 Master Library Vehicular Live Load OL2 Master Library Load Rating Criteria WSDOT Master Library Haul Trucks HT40-72 Master Library Notes Symbol Definition Li. Span Length of Girder at Release L1 Span Length of Girder during Lifting Lst Span Length of Girder during Storage Lh Span Length of Girder during Hauling Le Span Length of Girder after Erection LS Length of Span Debond Point where bond begins for a debonded strand PSXFR Point of prestress transfer Diaphragm Location of a precast or cast in place diaphragm Bar,Cutoff End of a reinforcing bar in the girder Deck Bar Cutoff End of a reinforcing bar in the deck CS Critical Section for Shear SZB Stirrup Zone Boundary H ,. H from end of girder or face of support 1.5H 1.5H from end of girder or face of support HP Harp Point Pick Point Support point where girder is lifted from form Bunk Point Point where girder is supported during transportation 92 Specification Check Summary Results for Span 1, Girder 1 The Specification Check was Successful Results for Span 1, Girder 2 The Specification Check was Successful Results for Span 1, Girder 3 The Specification Check was Successful Results for Span 1, Girder 4 The Specification, Check was Successful Results for Span 1, Girder 5 The Specification Check was Successful Results for Span 1, Girder 6 The Specification Check was Successful Results for Span 1, Girder 7 The Specification Check was Successful Results for Span 1, Girder 8 The Specification. Check was Successful. Results forSpan 1, Girder 9 The Specification. Check was Successful. 93 Spec Check Report For Span 1 Girder 1 June 27, 2017 3:01:29 pm PGSuperTm (x64) Copyright © 2017, WSDOT, All Rights Reserved Version 3.0.0 - Built on Jan 18 2017 hin Project Properties Texas Department of Transportation Department of Transpotion Bridge Name South Oxbow Bridge Bridge ID . Company KPFF Consulting Engineers Engineer Ahmad Ashour Job Number_ , Comments File. F:\Project Files\1600438 (Boeing S Oxbow Bridge Inspection)\03 Engineering of Repairs\AA\PGSuper\Approach Span- 12" solid slab 5-22-2017.pgs 94 c Configuration Configuration Publisher: WSDOT Configuration Package: ftp://ftp.wsdot.wa.gov/public/bridge/Software/PGSuper/Version_3.0.0/WSDOT.pgz Configuration Date Stamp: January 31, 2017 10:08:08 am Library Entry Source Girders 1'-0" Solid Slab (OXBOW) Project Library Traffic Barriers none Project Library Project Criteria WSDOT - Prestressed Girders Master Library Vehicular Live Load HS20 Master Library Vehicular Live Load OL1 Master Library Vehicular Live Load OL2 Master Library Load Rating Criteria WSDOT Master Library Haul Trucks HT40-72 Master Library Notes Symbol Definition Lr Span Length of Girder at Release L1 Span Length of Girder during Lifting Lst Span Length of Girder during Storage Lh Span Length of Girder during Hauling Le Span Length of Girder after Erection LS Length of Span Debond Point where bond begins for a debonded strand PSXFR Point of prestress transfer Diaphragm Location of a precast or cast in place diaphragm Bar Cutoff End of a reinforcing bar in the girder Deck Bar Cutoff End of a reinforcing bar in the deck CS Critical Section for Shear SZB Stirrup Zone Boundary H H from end of girder or face of support 1.5H 1.5H from end of girder or face of support HP Harp Point Pick Point Support point where girder is lifted from form Bunk Point Point where girder is supported during transportation 95 0 0 Specification Check Summary The Specification Check was Successful Specification Checks Specification: WSDOT - Prestressed Girders Stress Limitations on Prestressing Tendons [5.9.3] Strand Stresses Loss Stage Allowable Stress (KSI) Permanent Strand Stress (KSI) Status (C/D) At Jacking (fp) 202.500 202.500 Pass (1.00) After All Losses and Elastic Gains including Live Load (fpe) 194.400 171.831 Pass (1.13) Required Concrete Strengths Required fc, = 4.409 KSI 4.500 KSI Actual fci = 5.000 KSI Required fc = 5.177 KSI 5.200 KSI Actual fc = 7.000 KSI Interval 2: Prestress Release (Casting Yard) : Service I Service 1 , For Temporary Stresses before. Losses [5.9.4.1] Compression Stresses [5.9.4.1.1] Tension Stresses [5.9.4.1.2] fc,=5.000KSI Allowable compressive stress =-0.65fci = -3.250 KSI Allowable tensile stress in areas other than the precompressed tensile zone = 0.0948X,.Oc1 but not more than 0.200 KSI = 0.200 KSI Allowable tensile stress in areas with sufficient bonded reinforcement in the precompressed tensile zone = 0.2400A:06 = 0.537 KSI if bonded reinforcement sufficient to resist the tensile force in the concrete is provided. concrete strengtn requirea to satisry tnis requirement = 4.U0s resi Location from End of Girder (ft) Pre -tension Service I Demand Tensile Capacity Precompressed Tensile Zone Tension Status (C/D) Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top (KSI) Bottom (KSI) Top Bottom (STRF, 0.0Lr) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.537 - No Yes Pass (co) Pass (°p) (PSXFR) 3.000 0.213 -2.948 -0.318 0.313 -0.105 -2.635 0.537 - No Yes Pass (-) Pass (1.23) (0.1 Lr) 3.333 0.213 -2.949 -0.350 0.344 -0.137 -2.605 0.537 - No Yes Pass (-) Pass (1.25) (0.2Lr) 6.667 0.214 -2.958 -0.622 0.612 -0.408 -2.345 0.537 - No Yes Pass (-) Pass (1.39) (0.3Lr) 10.000 0.214 -2.964 -0.816 0.803 -0.602 -2.160 0.537 - No Yes Pass (-) Pass (1.50) (0.4Lr) 13.333 0.214 -2.967 -0.932 0.918 -0.718 -2.049 0.537 - No Yes Pass (-) Pass (1.59) (0.5Lr) 16.667 0.214 -2.969 -0.971 0.956 -0.757 -2.012 0.537 - No Yes Pass (-) Pass (1.62) (0.6Lr) 20.000 0.214 -2:967 -0.932 0.918 -0.718 -2.049 0.537 - No Yes Pass (-) Pass (1.59) (0.7Lr) 23.333 0.214 -2.964 -0.816 0.803 -0.602 -2.160 0.537 - No Yes Pass (-) Pass (1.50) 96 Location from End of Girder (ft) Pre -tension Service I Demand Tensile Capacity Precompressed Tensile Zone Tension Status (C/D) Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top (KSI) Bottom (KSI) • Top Bottom (0.8Lr) 26.667 0.214 -2.958 -0.622 0.612 -0.408 -2.345 0.537 - No Yes Pass (-) Pass (1.39) (0.9Lr) 30.000 0.213 -2.949 -0.350 0.344 -0.137 -2.605 0.537 - No Yes Pass (-) Pass (1.25) (PSXFR) 30.333 0.213 -2.948 -0.318 0.313 1 0.105 -2.635 0.537 - No Yes Pass (-) Pass (1.23) (STLF, 1.0Lr) 33.333 0.000 0.000 0.000 0.000 0.000 0.000 0.537 - No Yes Pass (co) Pass (co) Interval 9: Cast Deck (Bridge Site 1) : Service I Service I Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses (5.9.4.2.1] Tension Stresses (5.9.4.2.2] rc = 7.000 KSI Allowable compressive stress =-0.45fc = -3.150 KSI Allowable tensile stress in the precompressed tensile zone = 0.1900X,Ifc = 0.503 KSI Concrete strength required to satisfy this requirement = 5.177 KSI Location from Left Support (ft) Pre -tension Service I Demand Tensile Capacity Precompressed Tensile Zone Tension Status (C/D) Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top (KSI) Bottom ,(KSI) Top Bottom 0.000 0.037 -0.513 0.000 0.000 0.037 -0.513 - 0.503 No Yes Pass (-) Pass (6.14) (0.0L5) 0.000 0.037 -0.513 0.000 0.000 0.037 -0.513 - 0.503 No Yes Pass (-) Pass (6.14) (PSXFR) 2.417 0.192 -2.657 -0.354 0.349 -0.162 -2.308 - 0.503 No Yes Pass (-) Pass (1.37) (0.1 Ls) 3.200 0.192 -2.662 -0.457 0.450 -0.265 -2.212 - 0.503 No Yes Pass (-) Pass (1.42) (0.2Ls) 6.400 0.194 -2.680 -0.812 0.800 -0.618 -1.881 - '0.503 No Yes Pass (-) Pass (1.67) (0.3L5) 9.600 0.194 -2.694 -1.066 1.049 -0.871 -1.644 - 0.503 No Yes Pass (-) Pass (1.92) (0.4Ls) 12.800 0.195 -2.702 -1.218 1.199 -1.023 -1.502 - 0.503 No Yes Pass (-) Pass (2.10) (0.5Ls) 16.000 0.195 -2.705 -1.269 1.249 -1.073 -1.455 - 0.503 No Yes Pass (-) Pass (2.16) (0.6L5) 19.200 0.195 -2.702 -1.218 1.199 -1.023 -1.503 - 0.503 No Yes Pass (-) Pass (2.10) (0.7L5) 22.400 0.195 -2.694 -1.066 1.049 -0.871 -1.645 - 0.503 No Yes Pass (-) Pass (1.92) (0.8L5) 25.600 0.194 -2.681 -0.812 0.800 -0.618 -1.882 - 0.503 No Yes Pass (-) Pass (1.67) (0.9L5) 28.800 0.192 -2.663 -0.457 0.450 -0.264 -2.213 - 0.503 No Yes Pass (-) Pass (1.42) (PSXFR) 29.750 0.192 -2.656 -0.332 0.327 -0.140 -2.330 - 0.503 No Yes Pass (-) Pass (1.35) (1.0Ls) 32.000 0.048 -0.660 0.000 0.000 0.048 -0.660 - 0.503 No Yes Pass (-) Pass (4.77) 32.000 0.048 -0.660 0.000 0.000 0.048 -0.660 - 0.503 No Yes Pass (-) Pass (4.77) Interval 11: Composite Deck, Install Railing System and Overlay (Bridge Site 2) : Service I 97 0 Service / Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses (5.9.4.2.1] fc = 7.000 KSI Allowable compressive stress =-0.45fc = -3.150 KSI Concrete strength required to satisfy this requirement = 4.559 KSI Location from Left Support (ft) Pre -tension Service I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top Bottom 0.000 0.036 -0.495 -0.293 0.172 -0.258 -0.323 No Yes Pass (9.75) (0.0Ls) 0.000 0.036 -0.495 -0.293 0.172 -0.258 -0.323 No Yes Pass (9.75) (PSXFR) 2.417 0.186 -2.570 -0.660 0.542 -0.474 -2.028 No Yes Pass (1.55) (0.1 Ls) 3.200 0.186 -2.577 -0.766 0.649 -0.580 -1.928 No Yes Pass (1.63) (0.2Ls) 6.400 0.188 -2.601 -1.133 1.019 -0.945 -1.581 No Yes Pass (1.99) (0.3Ls) 9.600 0.189 -2.618 -1.395 1.284 -1.206 -1.334 No Yes Pass (2.36) (0.4L5) 12.800 0.190 -2.628 -1.553 1.443 -1.363 -1.185 No Yes Pass (2.31) (0.5Ls) 16.000 0.190 -2.632 -1.605 1.496 -1.415 -1.136 No Yes Pass (2.23) (0.6Ls) 19.200 0.190 -2.629 -1.553 1.443 -1.363 -1.185 No Yes Pass (2.31) (0.7Ls) 22.400 0.189 -2.619 -1.395 1.284 -1.206 -1.334 No Yes Pass (2.36) (0.8Ls) 25.600 0.188 -2.602 -1.133 1.019 -0.945 -1.582 No Yes Pass (1.99) (0.9Ls) 28.800 0.186 -2.578 -0.766 0.649 -0.579 -1.929 No Yes Pass (1.63) (PSXFR) 29.750 0.186 -2.570 -0.636 0.518 -0.451 -2.052 No Yes Pass (1.54) (1.0L ) 32.000 0.046 -0.637 -0.293 0.172 -0.248 -0.465 No Yes Pass (6.77) 32.000 0.046 -0.637 -0.293 0.172 -0.248 -0.465 No Yes Pass (6.77) Interval 13: Open to Traffic (Bridge Site 3) : Service I Service Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses (5.9.4.2.11 fc = 7.000 KSI Allowable compressive stress = -0.6fc = -4.200 KSI Concrete strength required to satisfy this requirement = 3.441 KSI Location from Left Support (ft) Pre -tension Service I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI)_ ft (KSI) fb (KSI) Top Bottom 0.000 0.036 -0.495 -0.293 0.172 -0.258 -0.323 No Yes Pass (10+) (0.0Ls) 0.000 0.036 -0.495 -0.293 0.172 -0.258 -0.323 No Yes Pass (10+) (PSXFR) 2.417 0.187 -2.584 -0.853 0.542 -0.666 -2.043 No Yes Pass (2.06) 98 Location from Left Support (ft) Pre -tension Service I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top Bottom (0.1 LS) 3.200 0.187 -2.595 -1.011 0.649 -0.824 -1.946 No Yes Pass (2.16) (0.2Ls) 6.400 0.190 -2.631 -1.550 1.019 -1.360 -1.612 No Yes Pass (2.61) (0.3Ls) 9.600 0.192 -2.656 -1.914 1.284 -1.722 -1.372 No Yes Pass (2.44) (0.4L5) 12.800 0.193 -2.668 -2.100 1.443 -1.908 -1.225 No Yes Pass (2.20) (0.5Ls) 16.000 0.193 -2.670 -2.124 1.496 -1.931 -1.173 No Yes Pass (2.17) (0.6Ls) 19.200 0.193 -2.669 -2.100 1.443 -1.907 -1.225 No Yes Pass (2.20) (0.7Ls) 22.400 0.192 -2.656 -1.914 1.284 -1.722 -1.372 No Yes Pass (2.44) (0.8Ls) 25.600 0.190 -2.632 -1.550 1.019 -1.360 -1.613 No Yes Pass (2.60) (0.9Ls) 28.800 0.187 -2.596 -1.011 0.649 -0.824 -1.947 No Yes Pass (2.16) (PSXFR) 29.750 0.186 -2.583 -0.818 0.518 -0.631 -2.065 No Yes Pass (2.03) (1.0Ls) 32:000 0.046 -0.637 -0.293 0.172 -0.248 -0.465 No Yes Pass (9.03) 32.000 0.046 -0.637 -0.293 0.172 -0.248 -0.465 No Yes Pass (9.03) Interval 13: Open to Traffic (Bridge Site 3) : Service III Service 111 Stresses at Service Limit State after Losses (5.9.4.2] Tension Stresses (5.9.4.2.21 rc = 7.000 KSI Allowable tensile stress in the precompressed tensile zone = 0.0000.'Jr' = 0.000 KSI Location from Left Support (ft) Pre -tension Service Ill Demand Precompressed Tensile Zone Tension Status (C/D) fb (KSI) fb (KSI) fb (KSI) Top Bottom 0.000 -0.495 0.172 -0.323 No Yes Pass (-) (0.0Ls) 0.000 .. -0.495 0.172 -0.323 No . Yes Pass (-) (PSXFR) 2.417 -2.584 0.879 -1.705 No Yes Pass (-) (0.1 Ls) 3.200 -2.595 1.078 -1.517 No Yes Pass (-) (0.2Ls) 6.400 -2.631 1.749 -0.882 No Yes Pass (-) (0.3Ls) 9.600 -2.656 2.191 -0.465 No Yes Pass (-) (0.4Ls) 12.800 -2.668 2.400 -0.268 No Yes Pass (-) (0.5Ls) 16.000 -2.670 2.403 -0.266 No Yes Pass (-) (0.6Ls) 19.200 -2.669 2.400 -0.268 No Yes Pass (-) 99 Location from Left Support (ft) Pre -tension Service III Demand Precompressed Tensile Zone Tension Status (CID) fb (KSI) fb (KSI) fb (KSI) Top Bottom (0.7Ls) 22.400 -2.656 2.191 -0.466 No Yes Pass (-) (0.8Ls) 25.600 -2.632 1.749 -0.883 No Yes Pass (-) (0.9Ls) 28.800 -2.596 1.078 -1.518 No Yes Pass (-) (PSXFR) 29.750 -2.583 0.835 -1.748 No Yes Pass (-) (1.0L5) 32.000 -0.637 0.172 -0.465 No Yes Pass (-) 32.000 -0.637 0.172 -0.465 No Yes Pass (-) Interval 13: Open to Traffic (Bridge Site 3) : Fatigue I Fatigue I Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses [5.9.4.2.1] = 7.000 KSI Allowable compressive stress = -0.4f0 = -2.800 KSI Concrete strength required to satisfy this requirement = 2.817 KSI. Location from Left Support (ft) Pre -tension Fatigue I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top Bottom 0.000 0.036 -0.495 -0.147 0.086 -0.129 -0.162 No Yes Pass (10+) (0.0Ls) 0.000 0.036 -0.495 -0.147 0.086 -0.129 -0.162 No Yes Pass (10+) (PSXFR) 2.417 0.187 -2.584 -0.459 0.271 -0.366 -1.021 No Yes Pass (2.74) (0.1 Ls) 3.200 0.187 -2.595 -0.549 0.324 -0.455 -0.973 No Yes Pass (2.88) (0.2Ls) 6.400 0.190 -2.631 -0.857 0.510 -0.762 -0.806 No Yes Pass (3.47) (0.3Ls) 9.600 0.192 -2.656 -1.072 0.642 -0.977 -0.686 No Yes Pass (2.87) (0.4Ls) 12.800 0.193 -2.668 -1.194 0.722 -1.098 -0.613 No Yes Pass (2.55) (0.5Ls) 16.000 0.193 -2.670 -1.223 0.748 -1.127 -0.587 No Yes Pass (2.48) (0.6Ls) 19.200 0.193 -2.669 -1.194 0.722 -1.098 -0.613 No Yes Pass (2.55) (0.7L5) 22.400 0.192 -2.656 -1.072 0.642 -0.977 -0.686 No Yes Pass (2.87) (0.8L5) 25.600 0.190 -2.632 -0.857 0.510 -0.762 -0.806 No Yes Pass (3.47) (0.9Ls) 28.800 0.187 -2.596 -0.549 0.324 -0.455 -0.974 No Yes Pass (2.88) (PSXFR) 29.750 0.186 -2.583 -0.439 0.259 -0.346 -1.032 No Yes Pass (2.71) (1.0Ls) 32.000 0.046 _ -0.637 -0.147 0.086 -0.124 -0.232 No Yes Pass (10+) 32.000-0.046 -0.637 -0.147 0.086 -0.124 -0.232 No Yes Pass (10+) 100 Ultimate Moment Capacity Positive Moment Capacity for Strength I Limit State [5.7] Location from Left Support (ft) Mu (kip -ft) (Win (kip -ft) (Mu Min (kip -ft) Status Mu Min <_ kMn (4Mu/4M Min) Mu <_ Oki (01u/Mu) (0.0LS) 0.000 0.00 162.49 0.00 Pass (co) Pass (a ) (0.1 Ls) 3.200 179.31 683.09 238.48 Pass (2.86) Pass (3.81) (0.2Ls) 6.400 309.29 708.16 411.35 Pass (1.72) Pass (2.29) (0.3Ls) 9.600 391.58 708.13 520.80 Pass (1.36) Pass (1.81) (0.4Ls) 12.800 425.63 708.11 544.74 Pass (1.30) Pass (1.66) (0.5Ls) 16.000 418.29 708.11 542.10 Pass (1.31) Pass (1.69) (0.6Ls) 19.200 425.63 708.11 544.78 Pass (1.30) Pass (1.66) (0.7L ) 22.400 391.58 708.13 520.80 Pass (1.36) Pass (1.81) (0.8LS) 25.600 309.29 708.16 411.35 Pass (1.72) Pass (2.29) (0.9L5) 28.800 179.31 685.45 238.48 Pass (2.87) Pass (3.82) (1.0Ls) 32.000 0.00 205.55 0.00 Pass (0) Pass (co) Ultimate Shear Capacity Ultimate Shears for Strength I Limit State [5.8] Location from Left Support Stirrups Required Stirrups Provided IVui (kip) Wu (kip) Status (ilVnNu) (CS) 1.425 No Yes 66.83 319.72 Pass (4.78) (Bar Develop.) 1.684 No Yes 65.91 323.74 Pass (4.91) (1.5H) 1.875 No Yes 65.23 326.77 Pass (5.01) (0.1 Ls) 3.200 No Yes 60.53 333.88 Pass (5.52) (SZB) 4.545 No Yes 55.89 302.30 Pass (5.41) (0.2Ls) 6.400 No Yes 49.77 297.31 Pass (5.97) (0.3Ls) 9.600 No Yes 39.20 291.02 Pass (7.42) (0.4Ls) 12.800 No Yes 28.64 289.05 Pass (10+) (0.5Ls) 16.000 No Yes 18.08 290.63 Pass '(10+) (0.6L5) 19.200 No Yes 28.64 289.05 Pass (10+) No Yes 39.20 291.02 Pass 101 Location from Left Support (ft) Stirrups Required Stirrups Provided IVuI (kip) OVn (kip) Status (4' Nu) (0.7L5) 22.400 a (int/ft) avf min (int/ft) Status Ivuii (kip/ft) (7.42) (0.8L5) 25.600 No Yes 49.77 297.31 Pass (5.97) (SZB) 27.622 No Yes 56.44 302.90 Pass (5.37) (0.9L5) 28.800 No Yes 60.53 334.12 Pass (5.52) (1.5H) 30.000 No Yes 64.79 332.20 Pass (5.13) (CS) 30.450 No Yes 66.39 325.04 Pass. (4.90) [LRFD 5.8.3.2] The reaction introduces compression into the end of the girder. Load between the CSS and the support is transferred directly to the support by compressive arching action without causing additional stresses in the stirrups. Hence, Av/S in this region must be equal or greater than A.S at the critical section. Horizontal Interface Shears/Length for Strength I Limit State [5.8.4 Location from Left Support (ft) 5.8.4.2 5.8.4.4 5.8.4.1 s (in) smax (in) Status a (int/ft) avf min (int/ft) Status Ivuii (kip/ft) Oval (kip/ft) Status (4vni/Ivuii) (CS) 1.425 6.000 16.000 Pass 0.800 N/A N/A 52.288 188.430 Pass (3.60) (Bar Develop.) 1.684 6.000 16.000 Pass 0.800 N/A N/A 51.567 188.430 Pass (3.65) (1.5H) 1.875 6.000 16.000 Pass 0.800 N/A N/A 51.038 188.430 Pass (3.69) (0.1 L5) 3.200 6.000 16.000 Pass 0.800 N/A N/A 47.356 188.430 Pass (3.98) (SZB) 4.545 9.000 16.000 Pass 0.533 N/A N/A 43.726 174.030 Pass (3.98) (0.2Ls) 6.400 9.000 16.000 ,Pass 0.533 N/A 1 N/A 38.936 174.030 Pass (4.47) (0.3L5) 9.600 9.000 16.000 Pass 0.533 N/A N/A 30.673 174.030 Pass (5.67) (0.4Ls) 12.800 9.000 16.000 Pass 0.533 N/A N/A 22.410 174.030 Pass (7.77) (0.5Ls) 16.000 9.000 16.000 Pass 0.533 N/A N/A 14.147 174.030 Pass (10+) (0.6L5) 19.200 9.000 16.000 Pass 0.533 N/A N/A 22.410 174.030 Pass (7.77) (0.7L5) 22.400 9.000 16.000 Pass 0.533 N/A N/A 30.673 174.030 Pass (5.67) (0.8L5) 25.600 9.000 16.000 Pass 0.533 N/A N/A 38.936 174.030 Pass (4.47) (SZB) 27.622 9.000 16.000 Pass 0.533 N/A N/A 44.156 174.030 Pass (3.94) (0.9L5) 28.800 6.000 16.000 Pass 0.800 N/A N/A 47.356 188.430 Pass (3.98) (1.5H)30.000 6.000 16.000 Pass 0.800 N/A N/A 50.690 188.430 Pass (3.72) (CS) 30.450 6.000 16.000 Pass 0.800 N/A N/A 51.941 188.430 Pass (3.63) Splitting Zone Stirrup Check [5.10.10.1] Left End of Girder: Splitting Zone Length = 1.000 ft 102 C c Splitting Force = 31.29 kip Splitting Resistance = 36.00 kip Status = Pass Right End of Girder: Splitting Zone Length = 1.000 ft Splitting Force = 31.29 kip Splitting Resistance = 36.00 kip Status = Pass Confinement Stirrup Check [5.10.10.2] Minimum Required Bar Size in Confinement Zone: #3 Maximum Required Bar Spacing in Confinement Zone = 6.000 in Left End of Girder: Required Confinement Zone Length: 1.5d = 1.5 * 1.000 ft = 1.500 ft Provided Confinement Zone Length within Required Zone Length = 5.125 ft Bar Size in Zone: #4 Bar Spacing in Zone = 6.000 in Status = Pass Right End of Girder: Required Confinement Zone Length: 1.5d = 1.5 * 1.000 ft = 1.500 ft Provided Confinement Zone Length within Required Zone Length = 5.125 ft Bar Size in Zone: #4 Bar Spacing in Zone = 6.000 in Status = Pass Longitudinal Reinforcement for Shear Check - Strength I [5.8.3.5] dist; + Ap3f du + 0.5N + - Vp I - O.S V3 cot 5e8 3.5 - 1 AS4,+AFsf -Vp 0.510 cot° 5.8.3.5-2 4491, Location from Left Support (ft) Capacity (kip) Demand (kip) Equation Status (CID) (FoS) 0.375 231.22 68.12 5.8.3.5-2 Pass (3.39) (SZB) 0.545 266.96 68.12 5.8.3.5-2 Pass (3.92) (H) 1.375 438.20 68.12 5.8.3.5-2 Pass (6.43) (CS) 1.425. 448.62 150.35 5.8.3.5-1 Pass (2.98) (Bar Develop.) 1.684 503.00 163.50 5.8.3.5-1 Pass (3.08) (1.5H) 1.875. 538.37. 172.95 5.8.3.5-1 Pass (3.11) (0.1 Ls) 3.200 689.96 235.61 5.8.3.5-1 Pass (2.93) (SZB) 4.545 767.62 304.31 5.8.3.5-1 Pass (2.52) (0.2Ls) 6.400 792.71 ,_ 375.70 5.8.3.5-1 Pass (2.11) (0.3LS) 9.600 793.99 451.50 5.8.3.5-1 Pass (1.76) (0.4Ls) 12.800 794.76 476.74 5.8.3.5-1 Pass (1.67) (0.5L5) 16.000 795.03 458.39 5.8.3.5-1 Pass (1.73) (0.6Ls) 19.200 794.78 476.75 5.8.3.5-1 Pass (1.67) 103 Location from Left Support (ft) Capacity (kip) Demand (kip) Equation Status (C/D) (0.7L5) 22.400 794.03 451.51 5.8.3.5-1 Pass (1.76) (0.8Ls) 25.600 792.77 ;375.71 5.8.3.5-1 Pass (2.11) (SZB) 27.622 767.59 298.15 5.8.3.5-1 Pass (2.57) (0.9Ls) 28.800 699.76 237.16 5.8.3.5-1 Pass (2.95) (1.5H) 30.000 593.84 179.20 5.8.3.5-1 Pass (3.31) (CS) 30.450 508.94 156.89 5.8.3.5-1 Pass (3.24) (Bar Develop.) 30.482 502.99 67.91 5.8.3.5-2 Pass (7.41) (H) 30.500 499.25 67.91 5.8.3.5-2 Pass (7.35) (FoS) 31.500 291.88 67.91 5.8.3.5-2 Pass (4.30) Live Load Deflection Check [2.5.2.6.2] Allowable deflection span ratio = L/800 Allowable maximum deflection = ± 0.480 in Minimum live load deflection along girder = -0.211 in Maximum live load deflection along girder = 0.000 in Status = Pass Check for Lifting in Casting Yard [5.5.4.3][5.9.4.1] Lifting Stresses and Factor of Safety Against Cracking Maximum allowable concrete compressive stress =-0.65fd = -3.250 KSI Maximum allowable concrete tensile stress = 0.0948? Ifci but not more than 0.200 KSI = 0.200 KSI Maximum allowable concrete tensile stress = 0.1900X 1fc, if bonded reinforcement sufficient to resist the tensile force in the concrete is provided = 0.425 KSI Allowable factor of safety against cracking = 1.000 fci required for compression stress = 4.409 KSI r1 required for tensile stress = 2.708 KSI fd required for tensile stress with bonded reinforcement sufficient to resist the tensile force in the concrete = 0.674 KSI The tensile stress case with the minimum C/D ratio governs Location from Left Pick Point (ft) Maximum Stress 'Allow (KSI) Tension Status (C/D) Minimum Stress Compression Status (C/D) FScr FS Status f (KSI) Location f (KSI) Location (STRF) -2.000 0.000 Top Left 0.425 Pass (10+) 0.000 Bottom Right Pass (10+) 5.211 Pass (STLF) 0.000 0.156 Top Right 0.200 Pass (1.28) -1.977 Bottom Left Pass (1.64) 5.211 Pass (Pick Point) 0.000 0.156 Top Right 0.200 Pass (1.28) -1.977 Bottom Left Pass (1.64) 5.211 Pass (0.0L1) 0.000 0.156 Top Right 0.200 Pass (1.28) -1.977 Bottom Left Pass (1.64) 5.211 Pass (STRF) 0.005 0.156 Top Right 0.200 Pass (1.28) -1.981 Bottom Left Pass (1.64) 5.211 Pass (PSXFR) 1.000 0.129 Top Left 0.200 Pass (1.55) -2.866 Bottom Right Pass (1.13) 5.211 Pass (0.1L1) 2.933 -0.039 Top Left - Pass (-) -2.705 Bottom Right Pass (1.20) 5.211 Pass (0.2L1) 5.867 -0.245 Top Left - Pass (-) -2.509 Bottom Right Pass (1.30) 5.211 Pass 104 Location from Left Pick Point (ft) Maximum Stress (Allow (KSI) Tension Status (CID) Minimum Stress Compression Status (CID) FScr FS Status f (KSI) Location f (KSI) Location (0.3L1) 8.800 -0.392 Top Left - Pass (-) -2.368 Bottom Right Pass (1.37) 5.211 Pass (0.4L1) 11.733 -0.480 Top Left - Pass (-) -2.284 Bottom Right Pass (1.42) 5.211 Pass (0.5L1) 14.667 -0.509 Top Left - Pass . (-) -2.256 Bottom Right Pass (1.44) 5.211 Pass (0.6L1) 17.600 -0.480 Top Left - Pass (-) -2.284 Bottom Right Pass (1.42) 5.211 Pass (0.7L1) 20.533 -0.392 Top Left - Pass (-) -2.368 Bottom Right Pass (1.37) 5.211 Pass (0.8L1) 23.467 -0.245 Top Left Pass (-) -2.509 Bottom Right Pass (1.30) 5.211 Pass (0.9L1) 26.400 -0.039 Top Left - Pass (-) -2.705 Bottom Right Pass (1.20) 5.211 Pass (PSXFR) 28.333 0.129 Top Left 0.200 Pass (1.55) -2.866 Bottom Right Pass (1.13) 5.211 Pass (STLF) 29.328 0.156 Top Right 0.200 Pass (1.28) -1.981 Bottom Left Pass (1.64) 5.211 Pass (1.0L1) 29.333 0.156 Top Right 0.200 Pass (1.28) -1.977 Bottom Left Pass (1.64) 5.211 Pass (STRF, Pick Point) 29.333 0.156 Top Right 0.200 Pass (1.28) -1.977 Bottom Left Pass (1.64) 5.211 Pass (STLF) 31.333 0.000 Top Left 0.425 Pass (10+) 0.000 Bottom Right Pass (10+) 5.21.1 Pass 0 Factor of Safety Against Failure 0 Factor of Safety Against Failure (FSf) Allowable Factor of Safety Against Failure' 5.211 1.500 Status Pass Check for Hauling to Bridge Site [5.5.4.3][5.9.4.1] Stresses and Factor of Safety Against Cracking for Hauling at Normal Crown Slope Maximum allowable concrete compressive stress =-0.65fc = -4.550 KSI Maximum allowable concrete tensile stress = 0.0948?,0c = 0.251 KSI Maximum allowable concrete tensile stress = 0.1900Xqfc if bonded reinforcement sufficient to resist the tensile force in the concrete is provided = 0.503 KSI Allowable factor, of safety against cracking = 1.000 fc required for compression stress = 4.455 KSI fc required for tensile stress = 6.643 KSI Pc required for tensile stress with bonded reinforcement sufficient to resist the tensile force in the concrete = 1.654 KSI The tensile stress case with the minimum C/D ratio ooverns Location from Left Bunk Point (ft) ( Maximum Stress 'Allow (KSI) Tension Status (CID) Minimum Stress Compression Status (CID) FScr, � . FS Status f (KSI) Location Impact Direction f (KSI) Location Impact Direction (STRF) -3.000 0.000 Top Left No impact 0.503 Pass (10+) 0.000 Bottom Right No impact Pass (10+) 25.657 Pass (STLF) -1.000. 0.154 Top Right Impact Down 0.251 Pass (1.63) -1.920 Bottom Left Impact Down Pass (2.37) 25.657 Pass (STRF) -0.995 0.155 Top Right Impact Down 0.251 Pass (1.62) -1.924 Bottom Left Impact Down Pass (2.36) 25.657 Pass (PSXFR, Bunk Point) 0.000 0.244 Top Right Impact Down 0.251 Pass (1.03) -2.896 Bottom Left Impact Down Pass (1.57) 25.657 Pass 105 Location from Left Bunk Point (ft) Maximum Stress fAucw (KSI) Tension Status (CID) Minimum Stress Compression Status (CID) FScr FS Status f (KSI) Location Impact Direction f (KSI) Location Impact Direction (0.0Lh) 0.000 0.244 Top Right Impact Down 0.251 Pass (1.03) -2.896 Bottom Left Impact Down Pass (1.57) 25.657 Pass (PSXFR, Bunk Point) 0.000 0.244 Top Right Impact Down 0.251 Pass (1.03) -2.896 Bottom Left Impact Down Pass (1.57) 25.657 Pass (0.1 Lh) 2.733 0.045 Top Left Impact Up 0.251 Pass (5.57) -2.708 Bottom Right Impact Up Pass (1.68) 25.657 Pass (0.2Lh) 5.467 -0.177 Top Left No impact - Pass (-) -2.572 Bottom Right Impact Up Pass (1.77) 25.657 Pass (0.3Lh) 8.200 -0.306 Top Left No impact - Pass (-) -2.474 Bottom .Right Impact Up Pass (1.84) 25.657 Pass (0.4Lh) 10.933 -0.384 Top Left No impact - Pass (-) -2.416 ' Bottom Right Impact Up Pass (1.88) 25.657 Pass (0.5Lh) 13.667 -0.410 Top Left No impact - Pass (-) -2.397 Bottom Right Impact Up Pass (1.90) 25.657 Pass (0.6Lh) 16.400 -0.384 Top Left No impact - Pass (-) -2.416 Bottom Right Impact Up Pass (1.88) 25.657 Pass (0.7Lh) 19.133 -0.306 Top Left No impact - Pass (-) -2.474- Bottom Right Impact Up Pass (1.84) 25.657 Pass (0.8Lh) 21.867 -0.177 Top Left No impact - Pass (-) -2.572 Bottom Right Impact Up Pass (1.77) 25.657 Pass (0.9Lh) 24.600 0.045 Top Left Impact Up 0.251 Pass (5.57) -2.708 Bottom Right Impact Up Pass (1.68) 25.657 Pass (PSXFR, Bunk Point) 27.333 0.244 Top Right Impact Down 0.251 Pass (1.03) -2.896 Bottom Left Impact Down Pass (1.57) 25.657 Pass (1.0Lh) 27.333 0.244 Top Right Impact Down 0.251 Pass (1.03) -2.896 Bottom Left Impact Down Pass (1.57) 25.657 Pass (PSXFR Bunk Point) 27.333 0.244 Top Right Impact Down 0.251 Pass (1.03) -2.896 Bottom Left Impact Down Pass (1.57) 25.657 Pass (STLF) 28.328 0.155 Top Right Impact Down 0.251 Pass (1.62) -1.924 Bottom Left Impact Down Pass (2.36) 25.657 Pass (STRF) 28.333 0.154 Top Right Impact Down 0.251 Pass (1.63) -1.920 Bottom Left Impact Down Pass (2.37) 25.657 Pass (STLF) 30.333 0.000 Top Left No impact 0.503 Pass (10+) 0.000 Bottom Right No impact Pass (10+) 25.657 Pass Factor of Safety Against Failure Factor of Safety Against Failure (FSf) 25.657 Allowable Factor of Safety Against Failure 1.500 Status Pass Factor of Safety Against Rollover Factor of Safety Against Rollover (FSr) 10.040 Allowable Factor of Safety Against Rollover 1.500 Status Pass Stresses and Factor of Safety Against Cracking for Hauling at Maximum Superelevation Maximum allowable concrete compressive stress =-0.65fc = -4.550 KSI Maximum allowable concrete tensile stress = 0.2400kgfc = 0.635 KSI Maximum allowable concrete tensile stress = 0.2400X'Jfc if bonded reinforcement sufficient to resist the tensile force in the concrete is provided = 0.635 KSI Allowable factor of safety against cracking = 1.000 fc required for compression stress = 4.446 KSI 106 0 0 fc required for tensile stress = 0.986 KSI fc required for tensile stress with bonded reinforcement sufficient to resist the tensile force in the concrete = 0.986 KSI The tensile stress case with the minimum C/D ratio ooverns Location from Left Bunk Point (ft) Maximum Stress fAffow (KSI) Tension Status (C/D) Minimum Stress Compression Status (C/D) FScr FS Status f (KSI) Location f (KSI) Location (STRF) -3.000 0.000 Top Left 0.635 Pass (10+) 0.000 Bottom Right Pass (10+) 27.548 Pass (STLF) -1.000 0.152 Top Right 0.635 Pass (4.19) -1.917 Bottom Left Pass (2.37) 27.548 Pass (STRF) -0.995 0.152 Top Right 0.635 Pass (4.18) -1.922 Bottom Left Pass (2.37) 27.548 Pass (PSXFR, Bunk Point) 0.000 0.238 Top Right 0.635 Pass (2.66) -2.890 Bottom Left Pass (1.57) 27.548 Pass (0.0Lh) 0.000 0.238 Top Right 0.635 Pass (2.66) -2.890 Bottom Left Pass (1.57) 27.548 Pass (PSXFR, Bunk Point) 0.000 0.238 Top Right 0.635 Pass (2.66) -2.890 Bottom Left Pass (1.57) 27.548 Pass (0.1 Lh) 2.733 0.007 Top Left 0.635 Pass (10+) -2.670 Bottom Right Pass (1.70) 27.548 Pass (0.2Lh) 5.467 -0.173 Top Left - Pass (-) -2.500 Bottom Right Pass (1.82) 27.548 Pass (0.3Lh) 8.200 -0.301 Top Left - Pass (-) -2.379 Bottom Right Pass (1.91) 27.548 Pass (0.4Lh) 10.933 -0.378 Top Left - Pass (-) -2.306 Bottom Right Pass (1.97) 27.548 Pass (0.5Lh) 13.667 -0.403 Top Left - Pass (-) -2.281 Bottom Right Pass (1.99) 27.548 Pass (0.6Lh) 16.400 -0.378 Top Left - Pass (-) -2.306 Bottom Right Pass (1.97) 27.548 Pass (0.7Lh) 19.133 -0.301 Top Left - Pass (-) -2.379 Bottom Right Pass (1.91) 27.548 Pass (0.8Lh) 21.867 -0.173 Top Left - Pass (-) -2.500 Bottom Right Pass (1.82) 27.548 Pass (0.9Lh) 24.600 0.007 Top Left 0.635 Pass (10+) -2.670 Bottom Right Pass (1.70) 27.548 Pass (PSXFR, Bunk Point) 27.333 0.238 Top Right 0.635 Pass (2.66) -2.890 Bottom Left Pass (1.57) 27.548 Pass (1.0Lh) 27.333 0.238 Top Right 0.635 Pass (2.66) -2.890 Bottom Left Pass (1.57) 27.548 Pass (PSXFR, Bunk Point) 27.333 0.238 Top Right 0.635 Pass (2.66) -2.890 Bottom Left Pass (1.57) 27.548 Pass (STLF) 28.328 0.152 Top Right 0.635 Pass (4.18) -1.922 Bottom Left Pass (2.37) 27.548 Pass (STRF) 28.333 0.152 Top Right 0.635 Pass (4.19) -1.917 Bottom Left Pass (2.37) 27.548 Pass (STLF) 30.333 0.000 Top Left 0.635 Pass (10+) 0.000 Bottom Right Pass (10+) 27.548 Pass Factor of Safety Against Failure Factor of Safety Against Failure (FSf) 27.548 Allowable Factor of Safety Against Failure 1.500 Status Pass Factor of Safety Against Rollover {Factor of Safety Against Rollover (FSr) {6.246 107 O (Allowable Factor of Safety Against Rollover11.500 Status Pass Hauling Configuration Spacing Between Truck Supports for Hauling Distance Between Supports 27.333 Max. Allowable Distance Between Supports 230.000 Status Pass Girder Support Configuration Leading Overhang (closest to cab of truck) 3.000 Max. Allowable Leading Overhang 15.000 Status Pass • • maximum uiraer vveignt Girder Weight 21.66 kip Maximum Allowable Weight 252.00 kip Status Pass Girder Dimensions Detailing Check 15.14.1.2.21 Dimension Minimum (in) Actual (in) Status Top Flange Thickness - - `See N/A LRFD C5.14.1.2.2 Web Thickness - - N/A Bottom Flange Thickness - - N/A Stirrup Detailing Check: Strength I [5.8.2.5, 5.8.2.7, 5.10.3.1.2] Location from Left Support (ft) Bar Size S (in) Smax (in) Smin (in) AVIS (int/ft) Av/Smin (int/ft)* Status 0.000 #4 3.000 10.080 1.500 1.600 0.000 Pass (0.0Ls) 0.000 #4 3.000 10.080 1.500 1.600 0.000 Pass (FoS) 0.375 #4 3.000 10.080 1.500 1.600 0.000 Pass (SZB) 0.545 #4 6.000 10.080 1.500 0.800 0.000 Pass (H) 1.375 #4 6.000 10.080 1.500 0.800 0.000 Pass (CS) 1.425 #4 6.000 10.080 1.500 0.800 0.000 Pass (Bar Develop.) 1.684 #4 6.000 10.080 1.500 0.800 0.000 Pass (1.5H) 1.875 #4 6.000 10.080 1.500 0.800 0.000 Pass (0.1 Ls) 3.200 #4 6.000 10.080 1.500 0.800 0.000 Pass (SZB) 4.545 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.2Ls) 6.400 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.3Ls) 9.600 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.4Ls) 12.800 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.5Ls) 16.000 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.6Ls) 19.200 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.7Ls) 22.400 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.8Ls) 25.600 #4 9.000 10.080 1.500 0.533 0.000 Pass (SZB) 27.622 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.9Ls) 28.800 #4 6.000 10.080 1.500 0.800 _ 0.000 Pass (1.5H) 30.000 #4 6.000 10.080 1.500 0.800 0.000 Pass 108 O Location from Left Support (ft) Bar Size S (in) Smax (in) Smin (in) Av/S (int/ft) Ax/Smin (int/ft)* Status (CS) 30.450 #4 6.000 10.080 1.500 0.800 0.000 Pass (Bar Develop.) 30.482 #4 6.000 10.080 1.500 0.800 0.000 Pass (H) 30.500 #4 6.000 10.080 1.500 0.800 0.000 Pass (FoS) 31.500 #4 6.000 10.080 1.500 0.800 0.000 Pass (SZB) 31.622 #4 6.000 10.080 1.500 0.800 0.000 Pass (1.0L5) 32.000 #4 3.000 10.080 1.500 1.600 0.000 Pass 32.000 #4 3.000 10.080 1.500 1.600 0.000 Pass * - Transverse reinforcement not required if Vu < 0.54 (Vc + Vp) [Eqn 5.8.2.4-1) Stirrup Layout Geometry Check Zone Stirrup Layout Status 1 1 Spa. @ 11/2".= 11/2" OK 2 4 Spa. @ 3" = 1'-0" OK 3 8 Spa. @ 6" = 4'-0" OK 4 31 Spa. @ 9" (Max) = 23'-1" OK 5 8 Spa. @ 6" = 4'-0" OK 6 4 Spa. @ 3" = 1'-0" OK 7 1 Spa. @ 11/ " = 11/2' OK Slab Offset ("A" Dimension) This table compares the input slab offset to the computed slab offset required to have the least haunch depth be equal to the Fillet dimension. A failed status indicates that the top of the girder will encroach into the deck slab and the Slab Offset dimension should be refined. Span Girder Provided (in) Required (in) Status Notes 1 1 5.250 5.000 Pass 0.603 Global Stability of Girder 109 Camber (in) Screed Camber, C 0.201 Lower bound camber at 40 days, 50% of D40 0.482 Average camber at 40 days, 75% of D40 0.724 Upper bound camber at 40 days, D40 0.965 Lower bound camber at 120 days, 50% of D120 0.603 Average camber at 120 days, 75% of D120 0.905 Upper bound camber at 120 days, D120 1.206 Global Stability of Girder 109 Wb (in) Yb (in) Incline from Vertical (Amax) (ft/ft) Max Incline (ft/ft) Status 48.000 5.954 0.010 1.344 Pass 110 Spec Check Report For Span 1 Girder 5 June 27, 2017. 3:01:34 pm PGSuperTh (x64) Copyright © 2017, WSDOT, All Rights Reserved Version 3.0.0 - Built on Jan 18 2017 Project Properties Tates ansas Department of Transportation Department ofTransportation Bridge Name South Oxbow Bridge Bridge ID Company KPFF Consulting Engineers Engineer Ahmad Ashour Job Number Comments File F:\Project Files\1600436 (Boeing S Oxbow Bridge Inspection)\03 Engineering of Repairs\AA\PGSuper\Approach Span- 12" solid slab 5-22-2017.pgs 111 O Configuration Configuration Publisher: WSDOT Configuration Package: ftp://ftp.wsdot.wa.gov/public/bridge/Software/PGSuperNersion_3.0.0/WSDOT.pgz Configuration Date Stamp: January 31, 2017 10:08:08 am Library Entry Source Girders 1'-0" Solid Slab (OXBOW) Project Library Traffic Barriers none Project Library Project Criteria WSDOT - Prestressed Girders Master Library Vehicular Live Load HS20 Master Library Vehicular Live Load OL1 Master Library Vehicular Live Load OL2 Master Library Load Rating Criteria WSDOT Master Library Haul Trucks HT40-72 Master Library Notes Symbol Definition Lr Span Length of Girder at Release L1 Span Length of Girder during Lifting Lst Span Length of Girder during Storage Lh Span Length of Girder during Hauling Le Span Length of Girder after Erection Ls Length of Span Debond Point where bond begins for a debonded strand PSXFR Point of prestress transfer Diaphragm Location of a precast or cast in place diaphragm Bar Cutoff End of a reinforcing bar in the girder Deck Bar Cutoff End of a reinforcing bar in the deck CS Critical Section for Shear SZB Stirrup Zone Boundary H H from end of girder or face of support 1.5H 1.5H from end of girder or face of support HP Harp Point Pick Point Support point where girder is lifted from form Bunk Point Point where girder is supported during transportation 112 O O Specification Check Summary The Specification Check was Successful Specification Checks Specification: WSDOT - Prestressed Girders Stress Limitations on Prestressing Tendons [5.9.3] Strand Stresses Loss Stage Allowable Stress (KSI) Permanent Strand Stress (KSI) Status (C/D) At Jacking (f,,1 202.500 202.500 Pass (1.00) After All Losses and Elastic Gains including Live Load (fpe) 194.400 171.451 Pass (1.13) Required Concrete Strengths Required fci = 4.406 KSI 4.500 KSI Actual fci = 5.000 KSI Required fc = 5.170 KSI 5.200 KSI Actual fc = 7.000 KSI Interval 2: Prestress Release (Casting Yard) : Service I Service / For Temporary Stresses before Losses (5.9.4.11 Compression Stresses (5.9.4.1.11 Tension Stresses (5.9.4.1.21 fci = 5.000 KSI Allowable compressive stress =-0.65fci = -3.250 KSI Allowable tensile stress in areas other than the precompressed tensile zone = 0.0948? Ifci but not more than 0.200 KSI = 0.200 KSI Allowable tensile stress in areas with sufficient bonded reinforcement in the precompressed tensile zone = 0.2400a.'1fci = 0.537 KSI if bonded reinforcement sufficient to resist the tensile force in the concrete is provided. concrete strengtn requirea to sausry trns requirement = 4.ubl Ksi Location from End of Girder (ft) Pre -tension Service I Demand Tensile Capacity Precompressed Tensile Zone Tension Status (C/D) Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top (KSI) Bottom (KSI) Top Bottom (STRF, 0.0Lr) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.537 - No Yes Pass (co) Pass (°0) (PSXFR) 3.000 0.201 -2.946 -0.323 0.313 -0.122 -2.633 0.537 - No Yes Pass (-) Pass (1.23) (0.1 Lr) 3.333 0.201 -2.946 -0.355 0.343 -0.154 -2.603 0.537 - No Yes Pass (-) Pass (1.25) (0.2Lr) 6.667 0.202 -2.955 -0.632 0.611 -0.430 -2.345 0.537 - No Yes Pass (-) Pass (1.39) (0.3Lr) 10.000 0.202 -2.961 -0.829 0.801 -0.627 -2.160 0.537 - No Yes Pass (-) Pass (1.50) (0.4Lr) 13.333 0.203 -2.965 -0.948 0.916 1 0.745 -2.049 0.537 - No Yes . Pass (-) Pass (1.59) (0.5Lr) 16.667 0.203 -2.966 -0.987 0.954 -0.785 -2.012 0.537 - No Yes Pass (-) Pass (1.62) (0.6Lr) 20.000 0.203 -2.965 -0.948 0.916 -0.745 -2.049 0.537 - No Yes Pass (-) Pass (1.59) (0.7Lr) 23.333 0.202 -2.961 -0.829 0.801 -0.627 -2.160 0.537 - No Yes Pass (-) Pass (1.50) 113 Location from End of Girder (ft) Pre -tension Service I Demand Tensile Capacity Precompressed Tensile Zone Tension Status (C/D) Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top (KSI) Bottom (KSI) Top Bottom (0.8Lr) 26.667 0.202 -2.955 -0.632 0.611 -0.430 -2.345 0.537 - No Yes Pass (-) Pass (1.39) (0.9Lr) 30.000 0.201 -2.946 -0.355 0.343 -0.154 -2.603 0.537 - No Yes Pass (-) Pass (1.25) (PSXFR) 30.333 0.2.01 -2.946 -0.323 0.313 -0.122 -2.633 0.537 - - No Yes Pass (-) Pass (1.23) (STLF, 1.0Lr) 33.333 0.000 0.000 0.000 0.000 0.000 0.000 0.537 - No Yes Pass (cc) Pass (°o) Interval 9: Cast Deck (Bridge Site 1) : Service I Service 1 Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses (5.9.4.2.11 Tension Stresses (5.9.4.2.2] = 7.000 KSI Allowable compressive stress =-0.45fc = -3.150 KSI Allowable tensile stress in the precompressed tensile zone = 0.1900X,Ifc = 0.503 KSI Concrete strength required to satisfy this requirement = 5.170 KSI Location from Left Support (ft) Pre -tension Service I Demand Tensile Capacity Precompressed Tensile Zone Tension Status (C/D) Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top (KSI) Bottom (KSI) Top Bottom 0.000 0.035 -0.513 0.000 0.000 0.035 -0.513 - 0.503 No Yes Pass (-) Pass (6.15) (0.0Ls) 0.000 0.035 -0.513 0.000 0.000 0.035 -0.513 - 0.503 No Yes Pass (-) Pass (6.15) (PSXFR) 2.417 0.181 -2.654 -0.362 0.349 -0.180 -2.305 - 0.503 No Yes Pass (-) Pass (1.37) (0.1 LS) 3.200 0.182 -2.659 -0.466 0.451 -0.285 -2.209 - 0.503 No Yes Pass (-) Pass (1.43) (0.2L5) 6.400 0.183 -2.678 -0.829 0.801 -0.646 -1.877 - 0.503 No Yes Pass (-) Pass (1.68) (0.3Ls) 9.600 0.184 -2.691 -1.088 1.051 -0.904 -1.640 - 0.503 No Yes Pass (-) Pass (1.92) (0.4Ls) 12.800 0.184 -2.699 -1.243 1.201 -1.059 -1.497 - 0.503 No Yes Pass (-) Pass (2.10) (0.5Ls) 16.000 0.185 -2.701 -1.295 1.251 -1.111 -1.450 - 0.503 No Yes Pass (-) Pass (2.17) (0.6Ls) 19.200 0.184 -2.699 -1.243 1.201 -1.059 -1.497 - 0.503 No Yes Pass (-) Pass (2.10) (0.7Ls) 22.400 0.184 -2.691 -1.088 1.051 -0.904 -1.640 - 0.503 No Yes Pass (-) Pass (1.92) (0.8Ls) 25.600 0.183 -2.678 -0.829 0.801 -0.646 -1.877 - 0.503 No Yes Pass (-) Pass (1.68) (0.9Ls) 28.800 0.182 -2.660 -0.466 0.451 -0.284 -2.210 - 0.503 No Yes Pass (-) Pass (1.43) (PSXFR) 29.750 0.181 -2.654 -0.339 0.327 -0.157 -2.327 - 0.503 No Yes Pass (-) Pass (1.35) (1.0Ls) 32.000 0.045 -0.659 0.000 0.000 0.045 -0.659 - 0.503 No Yes Pass (-) Pass (4.78) 32.000 0.045 -0.659 0.000 0.000 0.045 -0.659 - 0.503 No Yes Pass (-) Pass (4.78) Interval 11: Composite Deck, Install Railing System and Overlay (Bridge Site 2) : Service I 114 Service 1 Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses (5.9.4.2.1] = 7.000 KSI Allowable compressive stress =-0.45fc = -3.150 KSI Concrete strength required to satisfy this requirement = 4.552 KSI Location from Left Support (ft) Pre -tension Service I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top Bottom 0.000 0.034 -0.495 -0.297 0.172 -0.263 -0.323 No Yes Pass (9.76) (0.0Ls) 0.000 0.034 -0.495 -0.297 0.172 -0.263 -0.323 No Yes Pass (9.76) (PSXFR) 2.417 0.175 -2.568 -0.671 0.542 -0.496 -2.025 No Yes Pass (1.56) (0.1 LS) 3.200 0.176 -2.574 -0.779 0.649 -0.603 -1.925 No Yes Pass (1.64) (0.2Ls) 6.400 0.178 -2.598 -1.154 1.021 -0.976 -1.577 No Yes Pass (2.00) (0.3Ls) 9.600 0.179 -2.615 -1.422 1.286 -1.243 -1.329 No Yes Pass (2.37) (0.4L5) 12.800 0.179 -2.625 -1.582 1.445 -1.403 -1.180 No Yes Pass (2.25) (0.5L ) 16.000 0.180 -2.628 -1.636 1.498 -1.456 -1.130 No Yes Pass (2.16) (0.6Ls) 19.200 0.179 -2.625 -1.582 1.445 -1.403 -1.180 No Yes Pass (225) (0.7Ls) 22.400 0.179 -2.615 -1.422 1.286 -1.243 -1.329 No Yes Pass (2.37) (0.8Ls) 25.600 0.178 -2.599 -1.154 1.021 -0.976 -1.578 No Yes Pass (2.00) (0.9Ls) 28.800 0.176 -2.575 -0.779 0.649 -0.603 -1.926 No Yes Pass (1.64) (PSXFR) 29.750 0.175 -2.567 -0.647 0.519 -0.472 -2.048 No Yes Pass (1.54) (1.0L5) 32.000 0.043 -0.636 -0.297 0.172 -0.254 -0.464 • No Yes Pass (6.78) 32.000 0.043 -0.636 -0.297 0.172 -0.254 -0.464 No Yes Pass (6.78) Interval 13: Open to Traffic (Bridge Site 3) : Service I Service I Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses [5.9.4.2.1] fc = 7.000 KSI Allowable compressive stress = -0.6fc = -4.200 KSI Concrete strength required to satisfy this requirement = 3.434 KSI Location from Left Support (ft) Pre -tension Service I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI)_ fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top Bottom 0.000 0.034 -0.495 -0.297 0.172 -0.263 -0.323 No Yes Pass (10+) (0.0Ls) 0.000 0.034 -0.495 -0.297 0.172 -0.263 -0.323 No Yes Pass (10+) (PSXFR) 2.417 0.176 -2.580 -0.845 0.542 -0.669 -2.038 No Yes Pass (2.06) 115 Location from Left Support (ft) Pre -tension Service I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top Bottom (0.1 Ls) 3.200 0.177 -2.590 -1.001 0.649 -0.824 -1.941 No Yes Pass (2.16) (0.2Ls) 6.400 0.179 -2.625 -1.531 1.021 -1.351 -1.604 No Yes Pass (2.62) (0.3L5) 9.600 0.181 -2.648 -1.889 1.286 -1.708 -1.362 No Yes Pass (2.46) (0.4L5) 12.800 0.182 -2.660 -2.076 1.445 -1.895 -1.215 No Yes Pass (2.22) (0.5Ls) 16.000 0.182 -2.662 -2.104 1.498 -1.922 -1.164 No Yes Pass (2.19) (0.6Ls) 19.200 0.182 -2.661 -2.076 1.445 -1.895 -1.216 No Yes r Pass (2.22) (0.7Ls) 22.400 0.181 -2.649 -1.889 1.286 -1.708 -1.363 No Yes Pass (2.46) (0.8L) 25.600 0.179 -2.626 -1.531 1.021 -1.351 -1.605 No Yes Pass (2.62) (0.9Ls) 28.800 0.177 -2.591 -1.001 0.649 -0.824 -1.942 No Yes Pass (2.16) (PSXFR) 29.750 0.176 -2.579 -0.811 0.519 -0.635 -2.060 No Yes Pass (2.04) (1.0L5) 32.000 0.043 -0.636 -0.297 0.172 -0.254 -0.464 No Yes Pass (9.04) 32.000 0.043 -0.636 -0.297 0.172 -0.254 -0.464 No Yes Pass (9.04) Interval 13: Open to Traffic (Bridge Site 3) : Service III Service 111 Stresses at Service Limit State after Losses (5.9.4.2] Tension Stresses (5.9.4.2.2] fc = 7.000 KSI Allowable tensile stress in the precompressed tensile zone = 0.0000X -0c = 0.000 KSI Location from Left Support (ft) Pre -tension Service III Demand Precompressed Tensile Zone Tension Status (C/D) fb (KSI) fb (KSI) fb (KSI) Top Bottom 0.000 -0.495 0.172 -0.323 No Yes Pass (-) (0.0Ls) 0.000 -0.495 0.172 -0.323 No Yes Pass (-) (PSXFR) 2.417 -2.580 0.844 -1.736 No Yes Pass (-) (0.1 Ls) 3.200 -2.590 1.033 -1.557 No Yes Pass (-) (0.2Ls) 6.400 -2.625 1.673 -0.952 No Yes Pass (-) (0.3L5) 9.600 -2.648 2.096 -0.552 No Yes Pass (-) (0.4Ls) 12.800 -2.660 2.301 -0.360 No Yes Pass (-) (0.5Ls) 16.000 -2.662 2.309 -0.353 No Yes Pass (-) (0.6L5) 19.200 -2.661 2.301 -0.360 No Yes Pass (-) 116 Location from Left Support (ft) Pre -tension Service III Demand Precompressed Tensile Zone Tension Status (C/D) fb (KSI) fb (KSI) fb (KSI) Top Bottom (0.7L5) 22.400 -2.649 2.096 -0.553 No Yes Pass (-) (0.8L5) 25.600 -2.626 1.673 -0.953 No Yes Pass (-) (0.9L5) 28.800 -2.591 1.033 -1.558 No Yes Pass (-) (PSXFR) 29.750 -2.579 0.802 -1.777 No Yes Pass (-) (1.0L5) 32.000 -0.636 0.172 -0.464 No Yes Pass (-) 32.000 -0.636 0.172 -0.464 No Yes Pass (-) Interval 13: Open to Traffic (Bridge Site 3) : Fatigue I Fatigue I Stresses at Service Limit State after Losses (5.9.4.2] Compression Stresses (5.9.4.2.1] fc=7.000KSI Allowable compressive stress = -0.4fc = -2.800 KSI Concrete strength required to satisfy this requirement = 2.711 KSI Location from Left Support (ft) Pre -tension Fatigue I Demand Precompressed Tensile Zone Compression Status (C/D) ft (KSI) fb (KSI) ft (KSI) fb (KSI) ft (KSI) fb (KSI) Top Bottom 0.000 0.034 -0.495 -0.149 0.086 -0.132 -0.161 No Yes Pass (10+) (0.0L5) 0.000 0.034 -0.495 -0.149 0.086 -0.132 -0.161 No Yes Pass (10+) (PSXFR) 2.417 0.176 -2.580 -0.445 0.271 -0.357 -1.019 No Yes Pass (2.75) (0.1L5) 3.200 0.177 -2.590 -0.530 0.325 -0.442 -0.970 No Yes Pass (2.89) (0.2L5) 6.400 0.179 -2.625 -0.824 0.510 -0.734 -0.802 No Yes Pass (3.49) (0.3L5) 9.600 0.181 -2.648 -1.029 0.643 -0.939 -0.681 No Yes Pass (2.98) (0.4L5) 12.800 0.182 -2.660 -1.147 0.723 -1.056 -0.608 . No Yes Pass (2.65) (0.5L5) 16.000 0.182 -2.662 -1.176 0.749 -1.085 -0.582 No Yes Pass (2.58) (0.6L5) 19.200 0.182 -2.661 -1.147 0.723 -1.056 -0.608 No Yes Pass (2.65) (0.7L5) 22.400 0.181 -2.649 -1.029 0.643 -0.939 -0.681 No Yes Pass (2.98) (0.8L5) 25.600 0.179 -2.626 -0.824 0.510 -0.734 -0.803 No Yes Pass (3.49) (0.9L5) 28.800 0.177 -2.591 -0.530 0.325 -0.442 -0.971 No Yes Pass (2.88) (PSXFR) 29.750 0.176 -2.579 -0.426 0.259 -0.338 -1.030 No Yes Pass (2.72) (1.0L5) 32.000 0.043 -0.636 -0.149 0.086 -0.127 -0.232 No Yes Pass (10+) 32.000 0.043 -0.636 -0.149 0.086 -0.127 -0.232 No Yes Pass (10+) 117 OUltimate Moment Capacity Positive Moment Capacity for Strength I Limit State [5.7] Location from Left Support (ft) Mu (kip -ft) (i)Mn (kip -ft) 4Mn Min (kip -ft) Status 4Mn Min 5 pin (4Mn/4Mn Min) Mu <_ 4 Mn (4)Mn/Mu) (0.0LS) 0.000 0.00 162.48 0.00 Pass (oo) Pass (°o) (0.1 LS) 3.200 166.02 681.63 220.81 Pass (3.09) Pass (4.11) (0.2Ls) 6.400 286.67 704.63 381.28 Pass (1.85) Pass (2.46) (0.3Ls) 9.600 363.43 704.58 483.36 Pass (1.46) Pass (1.94) (0.4Ls) 12.800 395.79 704.55 526.41 Pass (1.34) Pass (1.78) (0.5Ls) 16.000 389.88 704.54 518.54 Pass (1.36) Pass (1.81) (0.6L ) 19.200 395.79 704.55 526.41 Pass (1.34) Pass (1.78) (0.7L5) 22.400 363.43 704.58 483.36 Pass (1.46) Pass (1.94) (0.8Ls) 25.600 286.67 704.63 381.28 Pass (1.85) Pass (2.46) (0.9Ls) 28.800 166.02 683.79 220.81 Pass (3.10) Pass (4.12) (1.0Ls) 32.000 0.00 205.54 0.00 Pass (ao) Pass (oo) Ultimate Shear Capacity Ultimate Shears for Strength I Limit State [5.8] Location from Left Support (ft) Stirrups Required Stirrups Provided IVuI (kip) Wu (kip) Status (4 VnNu) (CS) 1.425 No Yes 55.16 321.43 Pass (5.83) (Bar Develop.) 1.684 No Yes 54.38 325.58 Pass (5.99) (1.5H) 1.875. No Yes 5.3.81 328.71 Pass (6.11) (0.1 Ls) 3.200 No Yes 49.83 336.37. Pass (6.75) (SZB) 4.545 No Yes 45.91 305.05 Pass (6.65) (0.2Ls) 6.400 No Yes 40.70 300.30 Pass (7.38) (0.3Ls) 9.600 No Yes 31.71 294.20 Pass (9.28) (0.4L5) 12.800 No Yes 22.73 292.18 Pass (10+) (0.5Ls) 16.000 No Yes 13.75 293.53 Pass (10+) (0.6Ls) 19.200 No Yes 22.73 292.18 Pass (1:0+) No Yes 31.71 294.20 Pass 118 Location from Left Support Stirrups Required Stirrups Provided 'Val (kip) On (kip) Status (OVA) (0.7Ls) 22.400 aVf (int/ft) o f min (int/ft) Status Null (kip/ft) (9.28) (0.8L) 25.600 No Yes 40.70 300.30 Pass (7.38) (SZB) 27.622 No Yes 46.37 305.62 Pass (6.59) (0.9L5) 28.800 No Yes 49.83 336.62 Pass (6.75) (1.5H) 30.000 No Yes 53.43 334.27 Pass (6.26) (CS) 30.450 No Yes 54.78 326.85 Pass (5.97) [LRFD 5.8.3.2] The reaction introduces compression into the end of the girder. Load between the CSS and the support is transferred directly to the support by compressive arching action without causing additional stresses in the stirrups. Hence, A/S in this region must be equal or greater than A.S at the critical section. Horizontal Interface Shears/Length for Strength I Limit State 15.8.4 Location from Left Support (ft) 5.8.4.2 5.8.4.4 5.8.4.1 s (in) smax (in),, Status aVf (int/ft) o f min (int/ft) Status Null (kip/ft) 4 vni (kip/ft) Status (4vni/Ivuil) (CS) 1.425 6.000 16.000 Pass 0.800 N/A N/A 43.497 188.507 Pass (4.33) (Bar Develop.) 1.684 6.000 16.000 Pass 0.800 N/A N/A 42.884 188.507 Pass (4.40) (1.5H) 1.875 6.000 16.000 Pass 0.800 N/A N/A 42.433 188.507 Pass ` (4.44) (0.1 Ls) 3.200 6.000 16.000 Pass 0.800 N/A N/A 39.300 188.507 Pass (4.80) (SZB) 4.545 9.000 16.000 Pass 0.533 N/A N/A 36.202 174.107 Pass (4.81) (0.2LS) 6.400 9.000 16.000 Pass 0.533 N/A N/A 32.095 174.107 Pass (5.42) (0.3L5) 9.600 9.000 16.000 Pass 0.533 N/A N/A 25.011 174.107 Pass (6.96) (0.4Ls) 12.800 9.000 16.000 Pass 0.533 N/A N/A 17.926 174.107 Pass (9.71) (0.5Ls) 16.000 9.000 16.000 Pass 0.533 N/A N/A 10.842 174.107 Pass (10+) (0.6Ls) 19.200 9.000 16.000 Pass 0.533 N/A N/A 17.926 174.107 Pass (9.71) (0.7Ls) 22.400 9.000 16.000 Pass 0.533 N/A N/A 25.011 174.107 Pass (6.96) (0.8LS) 25.600 9.000 16.000 Pass 0.533 N/A N/A 32.095 174.107 Pass (5.42) (SZB) 27.622 9.000 16.000 Pass 0.533 N/A N/A 36.571 174.107 Pass (4.76) (0.9Ls) 28.800 6.000 16.000 Pass 0.800 N/A N/A 39.300 188.507 Pass (4.80) (1.5H) 30.000 6.000 16.000 Pass 0.800 N/A N/A 42.137 188.507 Pass (4.47) (CS) 30.450 6.000 16.000 Pass 0.800 N/A N/A 43.201 188.507 Pass (4.36) Splitting Zone Stirrup Check [5.10.10.1] Left End of Girder: Splitting Zone Length = 1.000 ft 119 0 Splitting Force = 31.28 kip Splitting Resistance = 36.00 kip Status = Pass Right End of Girder: Splitting Zone Length = 1.000 ft Splitting Force = 31.28 kip Splitting Resistance = 36.00 kip Status = Pass Confinement Stirrup Check [5.10.10.2] Minimum Required Bar Size in Confinement Zone: #3 Maximum Required Bar Spacing in Confinement Zone = 6.000 in Left End of Girder: Required Confinement Zone Length: 1.5d = 1.5 * 1.000 ft = 1.500 ft Provided Confinement Zone Length within Required Zone Length = 5.125 ft Bar Size in Zone: #4 Bar Spacing in Zone = 6.000 in Status = Pass Right End of Girder: Required Confinement Zone Length: 1.5d = 1.5 * 1.000 ft = 1.500 ft Provided Confinement Zone Length within Required Zone Length = 5.125 ft Bar Size in Zone: #4 Bar Spacing in Zone = 6.000 in Status = Pass Longitudinal Reinforcement for Shear Check - Strength I [5.8.3.5] A3fY+A 5f > lM +0.5 fa u _% -0.5V cat)5,.8.3.5._ Pf (P a 4Pv 34+Apsfp ?_ (-II' _Vp-0.5%)cotO 5.8.3.5- 2 92v Location from Left Support (ft) Capacity (kip) Demand (kip) Equation Status (C/D) (FoS) 0.375 231.21 56.28 5.8.3.5-2 Pass (4.11) (SZB) 0.545 266.95 56.28 5.8.3.5-2 Pass (4.74) (H) 1.375 438.17 56.28 5.8.3.5-2 Pass (7.78) (CS) 1.425 448.59 132.38 5.8.3.5-1 Pass (3.39) (Bar Develop.) 1.684 502.97 144.61 5.8.3.5-1 Pass (3.48) (1.5H) 1.875 538.32 153.40 5.8.3.5-1 Pass (3.51) (0.1 Ls) 3.200 689.49 . 212.11 5.8.3.5-1 Pass (3.25) (SZB) 4.545 766.84 276.72 5.8.3.5-1 Pass (2.77) (0.2Ls) 6.400 791.15 343.78 5.8.3.5-1 Pass (2.30) (0.3LS) 9.600 792.42 415.66 5.8.3.5-1 Pass (1.91) (0.4L5) 12.800 793.18 440.82 5.8.3.5-1 Pass (1.80) (0.5Ls) 16.000 793.44 425.52 5.8.3.5-1 Pass (1.86) (0.6Ls) 19.200 793.20 440.83 5.8.3.5-1 Pass (1.80) 120 Location from Left Support (ft) Capacity (kip) Demand (kip) Equation Status (CID) (0.7Ls) 22.400 792.46 415.67 5.8.3.5-1 Pass (1.91) (0.8Ls) 25.600 791.20 343.79 5.8.3.5-1 Pass (2.30) (SZB) 27.622 766.81 270.44 5.8.3.5-1 Pass (2.84) (0.9LS) 28.800 699.27 213.60 5.8.3.5-1 Pass (3.27) (1.5H) 30.000 593.65 _ 159.20 5.8.3.5-1 Pass (3.73) (CS) 30.450 508.90 138.44 5.8.3.5-1 Pass (3.68) (Bar Develop.) 30.482 502.96 56.11 5.8.3.5-2 Pass (8.96) (H) 30.500 499.21 56.11 5.8.3.5-2 Pass (8.90) (FoS) 31.500 291.86 56.11 5.8.3.5-2 Pass (5.20) Live Load Deflection Check [2.5.2.6.2] Allowable deflection span ratio = L/800 Allowable maximum deflection = ± 0.480 in Minimum live load deflection along girder = -0.211 in Maximum live load deflection along girder = 0.000 in Status = Pass Check for Lifting in Casting Yard [5.5.4.3][5.9.4.1] Lifting Stresses and Factor of Safety Against Cracking Maximum allowable concrete compressive stress =-0.65fci = -3.250 KSI Maximum allowable concrete tensile stress = 0.0948X,Oci but not more than 0.200 KSI = 0.200 KSI Maximum allowable concrete tensile stress = 0.1900X'Ifci if bonded reinforcement sufficient to resist the tensile force in the concrete is provided = 0.425 KSI Allowable factor of safety against cracking = 1.000 fci required for compression stress = 4.406 KSI fci required for tensile stress = 2.456 KSI fci required for tensile stress with bonded reinforcement sufficient to resist the tensile force in the concrete = 0.611 KSI The tensile stress case with the minimum C/D ratio governs Location from 'Maximum Left Pick Point (ft) Stress 'Allow (KSI) Tension Status (C/D) Minimum Stress Compression's Status (C/D) FScr FS Status f (KSI) Location f (KSI) Location (STRF) -2.000 0.000 Top Left 0.425 Pass (10+) 0.000 Bottom Right Pass (10+) 5.265 Pass (STLF) 0.000 0.149 Top Right 0.200 Pass (1.35) -1.976 Bottom Left Pass (1.65), 5.265 Pass (Pick Point) 0.000 0.149 Top Right 0.200 Pass (1.35) -1.976 Bottom Left Pass (1.65). 5.265 Pass (0.0L1) 0.000 0.149 Top Right 0.200 Pass (1.35) -1.976 Bottom Left Pass (1.65) 5.265 Pass (STRF) 0.005 0.148 Top Right 0.200 Pass (1.35) -1.980 Bottom Left Pass (1.64), 5.265 Pass (PSXFR) 1.000 0.116 Top Left 0.200 Pass (1.72) -2.864 Bottom Right Pass'5.265 (1.13) Pass (0.1L1) 2.933 -0.054 Top Left - Pass (-) -2.704 Bottom Right Pass (1.20). 5.265 Pass (0.2L1) 5.867 I -0.264 J Top Left - Pass (-) -2.508 Bottom Right Pass (1.30). 5.265 Pass 121 Location from Left Pick Point (ft) Maximum Stress 'Allow (KSI) Tension Status (C/D) Minimum Stress Compression Status (C/D) FScr FS Status f (KSI) Location f (KSI) Location (0.3L1) 8.800 -0.413 Top Left - Pass (-) -2.368 Bottom Right Pass (1.37) 5.265 Pass (0.4L1) 11.733 -0.503 Top Left - Pass (-) -2.283 Bottom Right Pass (1.42) 5.265 Pass (0.5L1) 14.667 -0.533 Top Left - Pass (-) -2.255 Bottom Right Pass (1.44) 5.265 Pass (0.6L1) 17.600 -0.503 Top Left - Pass (-) -2.283 Bottom Right Pass (1.42) 5.265 Pass (0.7L1) 20.533 -0.413 Top Left - Pass (-) -2.368 Bottom Right Pass (1.37) 5.265 Pass (0.8L1) 23.467 -0.264 Top p Left - Pass (-) -2.508 Bottom Right Pass (1.30) 5.265 Pass (0.9L1) 26.400 -0.054 Top Left - Pass (-) -2.704 Bottom Right Pass (1.20) 5.265 Pass (PSXFR) 28.333 0.116 Top Left 0.200 Pass (1.72) -2.864 Bottom Right Pass (1.13) 5.265 Pass (STLF) 29.328. 0.148 Top Right 0.200 Pass (1.35) -1.980 Bottom Left Pass (1.64) 5.265 Pass (1.0L1) 29.333 0.149 Top Right 0.200 Pass (1.35) -1.976 Bottom Left Pass (1.65) 5.265 Pass (STRF, Pick Point) 29.333 0.149 Top Right 0.200 Pass (1.35) -1.976 Bottom Left Pass (1.65) 5.265 Pass (STLF) 31.333 0.000 Top Left 0.425 Pass (10+) 0.000 Bottom Right Pass (10+) 5.265 Pass 0 Factor of Safety Against Failure Factor of Safety Against Failure (FSf) 5.265 Allowable Factor of Safety Against Failure 1.500 Status Pass Check for Hauling to Bridge Site [5.5.4.3][5.9.4.1] • Stresses and Factor of Safety Against Cracking for Hauling at Normal Crown Slope Maximum allowable concrete compressive stress =-0.65fc = -4.550 KSI Maximum allowable concrete tensile stress = 0.0948,'Ifc = 0.251 KSI Maximum allowable concrete tensile stress = 0.1900X,Ifc if bonded reinforcement sufficient to resist the tensile force in the concrete is provided = 0.503 KSI Allowable factor of safety against cracking = 1.000 fc required for compression stress = 4.451 KSI fc required for tensile stress = 6.082 KSI fc required for tensile stress with bonded reinforcement sufficient to resist the tensile force in the concrete = 1.514 KSI The tensile stress case with the minimum C/D ratio governs Location from Left Bunk Point (ft) Maximum Stress "Allow (KSI) Tension Status (CID) Minimum Stress Compression Status (CID) FScr FS Status f (KSI) Location Impact Direction f (KSI) Location Impact Direction (STRF) -3.000 0.000 Top Left No impact 0.503 Pass (10+) 0.000 Bottom Right No impact Pass (10+) 26.051 Pass (STLF) -1.000 0.147 Top Right Impact Down 0.251 Pass (1.70) -1.918 Bottom Left Impact Down Pass (2.37) 26.051 Pass (STRF) -0.995 0.148 Top Right , Impact Down 0.251 Pass (1.70) -1.923 Bottom Left Impact • Down Pass (2.37) 26.051 _ Pass (PSXFR, Bunk Point) 0.000 0.234 Top Right Impact Down 0.251 Pass (1.07) -2.893 Bottom Left Impact Down Pass (1.57) 26.051 Pass 122 Location from Left Bunk Point (ft) Maximum Stress fAnow (KSI) Tension Status (CID) Minimum Stress Compression Status (CID) FScr FS Status f (KSI) Location Impact Direction f (KSI) Location Impact Direction (0.0Lh) 0.000 0.234 Top Right Impact Down 0.251 Pass (1.07) -2.893 Bottom Left Impact Down Pass (1.57) 26.051 Pass (PSXFR, Bunk Point) 0.000 0.234 Top Right Impact Down 0.251 Pass (1.07) -2.893 Bottom Left . Impact Down Pass (1.57) 26.051 Pass (0.1 Lh) 2.733 0.031 Top Left Impact Up 0.251 Pass (8.06) -2.706 Bottom Right Impact Up Pass (1.68) 26.051 Pass (0.2Lh) 5.467 -0.194 Top Left No impact - Pass (-) -2.570 Bottom Right Impact Up Pass (1.77) 26.051 Pass (0.3Lh) 8.200 -0.326 Top Left No impact - Pass (-) -2.473 Bottom Right Impact Up Pass (1.84) 26.051 Pass (0.4Lh) 10.933 -0.405 Top Left No impact - Pass (-) -2.415 Bottom Right Impact Up Pass (1.88) 26.051 Pass (0.5Lh) 13.667 -0.432 Top Left No impact - Pass (-) -2.395 Bottom Right Impact Up Pass (1.90) 26.051 Pass (0.6Lh) 16.400 -0.405 Top Left No impact - Pass (-) -2.415 Bottom Right Impact Up Pass (1.88) 26.051 Pass (0.7Lh) 19.133 -0.326 Top Left No impact - Pass (-) -2.473 Bottom Right Impact Up Pass (1.84) 26.051 Pass (0.8Lh) 21.867 -0.194 Top Left No impact - Pass (-) -2.570 Bottom Right Impact Up Pass (1.77) 26.051 Pass (0.9Lh) 24.600 0.031 Top Left Impact Up 0.251 Pass (8.06) -2.706 Bottom Right Impact Up Pass (1.68) 26.051 Pass (PSXFR, Bunk Point) 27.333 0.234 Top Right Impact Down 0.251 Pass (1.07) -2.893 Bottom Left Impact Down Pass (1.57) 26.051 Pass " (1.0Lh) 27.333 0.234 Top Right Impact Down 0.251 Pass (1.07) -2.893 Bottom Left Impact Down Pass (1.57) 26.051 Pass (PSXFR, Bunk Point) 27.333 0.234 Top Right Impact Down 0.251 Pass (1.07) -2.893 Bottom Left Impact Down Pass (1.57) 26.051 Pass (STLF) 28.328 0.148 Top Right Impact Down 0.251 Pass (1.70) -1.923 Bottom Left Impact Down Pass (2.37) 26.051 Pass (STRF) 28.333 0.147 Top Right Impact Down 0.251 Pass (1.70) -1.918 Bottom Left Impact Down Pass (2.37) 26.051 Pass (STLF) 30.333 0.000 Top Left No impact 0.503 Pass (10+) 0.000 Bottom Right No impact Pass (10+) 26.051 Pass Factor of Safety Against Failure Factor of Safety Against Failure (FSf) 26.051 Allowable Factor of Safety Against Failure 1.500 Status Pass Factor of Safety Against Rollover Factor of Safety Against Rollover (FSr) 10.098 Allowable Factor of Safety Against Rollover 1.500 Status Pass Stresses and Factor of Safety Against Cracking for Hauling at Maximum Superelevation Maximum allowable concrete compressive stress =-0.65fc = -4.550 KSI Maximum allowable concrete tensile stress = 0.2400.'Jfc = 0.635 KSI Maximum allowable concrete tensile stress = 0.2400X Ifc if bonded reinforcement sufficient to resist the tensile force in the concrete is provided = 0.635 KSI Allowable factor of safety against cracking = 1.000 fc required for compression stress = 4.442 KSI 123 0 0 fc required for tensile stress = 0.900 KSI fc required for tensile stress with bonded reinforcement sufficient to resist the tensile force inthe concrete = 0.900 KSI The tensile stress case with the minimum C/D ratio aovems Location from Left Bunk Point (ft) Maximum Stress 'Allow (KSI) Tension Status (CID) Minimum Stress Compression Status (CID) FScr FS Status f (KSI) Location f (KSI) Location (STRF) -3.000 0.000 Top Left 0.635 Pass (10+) 0.000 Bottom Right Pass (10+) 27.972 Pass (STLF) -1.000 0.144 Top Right 0.635 Pass (4.40) -1.916 Bottom Left Pass (2.38) 27.972 Pass (STRF) -0.995 0.145 Top Right 0.635 Pass (4.39) -1.920 Bottom Left Pass (2.37) 27.972 Pass (PSXFR, Bunk Point) 0.000 0.228 Top Right 0.635 Pass (2.79) -2.887 Bottom Left Pass (1.58) 27.972 Pass (0.0Lh) 0.000 0.228 Top Right 0.635 Pass (2.79) -2.887 Bottom Left Pass (1.58) 27.972 Pass (PSXFR, Bunk Point) 0.000 0.228 Top Right 0.635 Pass (2.79) -2.887 Bottom Left Pass (1.58) 27.972 Pass (0.1 Lh) 2.733 -0.008 Top Left - Pass (-) -2.668 Bottom Right Pass (1.71) 27.972 Pass (0.2Lh) 5.467 -0.190 Top Left - Pass (-) -2.499 Bottom Right Pass (1.82) 27.972 Pass (0.3Lh) 8.200 -0.321 Top Left - Pass (-) -2.377 Bottom Right Pass (1.91) 27.972 Pass (0.4Lh) 10.933 -0.399 Top Left - Pass (-) -2.305 Bottom Right Pass (1.97) 27.972 Pass (0.5Lh) 13.667 -0.425 Top Left - Pass (-) -2.280 Bottom Right Pass (2.00) 27.972 Pass (0.6Lh) 16.400 -0.399 Top Left - Pass (-) -2.305 Bottom Right Pass (1.97) 27.972 Pass (0.7Lh) 19.133 -0.321 Top Left - Pass (-) -2.377 Bottom Right Pass (1.91) 27.972 Pass (0.8Lh) 21.867 -0.190 Top Left - Pass (-) -2.499 Bottom Right Pass (1.82) 27.972 Pass (0.9Lh) 24.600 -0.008 Top Left - Pass (-) -2.668 Bottom Right Pass (1.71) 27.972 Pass (PSXFR, Bunk Point) 27.333 0.228 Top Right 0.635 Pass (2.79) -2.887 Bottom Left Pass (1.58) 27.972 Pass (1.0Lh) 27.333 0.228 Top Right 0.635 Pass (2.79) -2.887 Bottom Left Pass (1.58) 27.972 Pass (PSXFR, Bunk Point) 27.333 0.228 Top Right 0.635 Pass (2.79) -2.887 Bottom Left Pass (1.58) 27.972 Pass (STLF) 28.328 0.145 Top Right 0.635 Pass (4.39) -1.920 Bottom Left Pass (2.37) 27.972 Pass (STRF) 28.333 0.144 Top Right 0.635 Pass (4.40) -1.916 Bottom Left Pass (2.38) 27.972 Pass (STLF) 30.333 0.000 Top Left 0.635 Pass (10+) 0.000 Bottom Right Pass (10+) 27.972 Pass Factor of Safety Against Failure Factor of Safety Against Failure (FSf) 27.972 Allowable Factor of Safety Against Failure 1.500 Status Pass Factor of Safety Against Rollover !Factor of Safety Against Rollover (FSr) 6.2671 124 (Allowable Factor of Safety Against Rollover11.500 Status Pass Hauling Configuration Spacing Between Truck Supports for Hauling Distance Between Supports 27.333 Max. Allowable Distance Between Supports 230.000 Status Pass Girder Support Configuration Leading Overhang (closest to cab of truck) 3.000 Max. Allowable Leading Overhang 15.000 Status Pass • APS maximum vveignt Girder Weight 21.35 kip Maximum Allowable Weight 252.00 kip Status Pass Girder Dimensions Detailinheck [5.14.1.2.2 Dimension Minimum _ (in) Actual (in) Status Top Flange Thickness - - Girder Dimensions Detailinheck [5.14.1.2.2 Dimension Minimum _ (in) Actual (in) Status Top Flange Thickness - - N/A See LRFD C5.14.1.2.2 Web Thickness - - N/A Bottom Flange Thickness - - N/A Stirrup Detailing Check: Strength I [5.8.2.5, 5.8.2.7, 5.10.3.1.2] Location from Left Support (ft) Bar Size S (in) Smax (in) Smin (in) YS (int/ft) A Smin (int/ft)* Status 0.000 #4 3.000 10.080 1.500 1.600 0.000 Pass (0.0L5) 0.000 #4 3.000 10.080 1.500 1.600 0.000 Pass (FoS) 0.375 #4 3.000 10.080 1.500 1.600 0.000 Pass (SZB) 0.545 #4 6.000 10.080 1.500 0.800 0.000 Pass (H) 1.375 #4 6.000 10.080 1.500 0.800 0.000 Pass (CS) 1.425 #4 6.000 10.080 1.500 0.800 0.000 Pass (Bar Develop.) 1.684 #4 6.000 10.080 1.500 0.800. 0.000 Pass (1.5H) 1.875 #4 6.000 10.080 1.500 0.800 0.000 Pass (0.1 Ls) 3.200 #4 6.000 10.080 1.500 0.800 0.000 Pass (SZB) 4.545 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.2Ls) 6.400 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.3Ls) 9.600 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.4Ls) 12.800 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.5Ls) 16.000 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.6Ls) 19.200 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.7Ls) 22.400 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.8Ls) 25.600 #4 9.000 10.080 1.500 0.533 0.000 Pass (SZB) 27.622 #4 9.000 10.080 1.500 0.533 0.000 Pass (0.9LS) 28.800 #4 6.000 10.080 1.500 0.800 . 0.000 Pass (1.5H) 30.000 #4 6.000 10.080 1.500 0.800 0.000 Pass 125 Location from Left Support (ft) Bar Size S (in) Smax (in) Smin (in) AIS (int/ft) /v/Smin (int/ft)* Status (CS) 30.450 #4 6.000 10.080 1.500 0.800 0.000 Pass (Bar Develop.) 30.482 #4 6.000 10.080 1.500 0.800 0.000 Pass (H) 30.500 #4 6.000 10.080 1.500 0.800 0.000 Pass (FoS) 31.500 #4 6.000 10.080 1.500 0.800 0.000 Pass (SZB) 31.622 #4 6.000 10.080 1.500 0.800 0.000 Pass (1.0L5) 32.000 #4 3.000 10.080 1.500 1.600 0.000 Pass 32.000 #4 3.000 10.080 1.500 1.600 0.000 Pass * - Transverse reinforcement not required if Vu < 0.54 (Vc + VP) [Eqn 5.8.2.4-1] Stirrup Layout Geometry Check Zone Stirrup Layout Status 1 1 Spa. @ 11/2' = 11/2' OK 2 4 Spa. @ 3" = 1'-0" OK 3 8 Spa. @ 6" = 4'-0" OK 4 31 Spa. @ 9" (Max) = 23'-1" OK 5 8 Spa. @ 6" = 4'-0" OK 6 4 Spa. @ 3" = 1'-0" OK 7 1 Spa. @ 11/2" = 11/2' OK Slab Offset ("A" Dimension) This table compares the input slab offset to the computed slab offset required to have the least haunch depth be equal to the Fillet dimension. A failed status indicates that the top of the girder will encroach into the deck slab and the Slab Offset dimension should be refined. Span Girder Provided (in) Required (in) Status Notes 1 5 5.250 5.250 Pass 0.595 Camber Global Stability of Girder 126 Camber (in) Screed Camber, C 0.205 Lower bound camber at 40 days, 50% of D40 0.476 Average camber at 40 days, 75% of D40 0.714 Upper bound camber at 40 days, D40 0.952 Lower bound camber at 120 days, 50% of D120 0.595 Average camber at 120 days, 75% of D120 0.893 Upper bound camber at 120 days, D120 1.190 Global Stability of Girder 126 IVa 6Ya Wb (in) Yb (in) Incline from Vertical (0max) (ft/ft) Max Incline (eft) Status 48.000 5.897 0.000 1.357 Pass 1 127 1601 5th Avenue, Suite•1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Deck Panel Design 128 South Oxbow Bridge Precast Deck Panel Design Summary The deck panels on the bridge (over span 1 and part of span 2) will be removed and replaced with new precast deck panels with same thickness, and weight. The deck panels are designed to span over the steel girders (one-way slab) for all dead loads and using AASHTO LRFD Table A4-1 for live load, this live load is conservative since it is for HL -93 load which is greater than the HS -20 truck design load. The following calculations show the geometry, material, reinforcement, and loads assumed for the design. The deck slab panels are designed to be protected from damage due to collision load on the barriers. 129 MEIConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 5ev" "` A 643 t' by A,A, location date 6/2o/24919 - sheet no. �2 client job no. 516(12 get DL- o•3st, $„ eaP(.. t - bete( 5, 2" At5010.1t I Asp6a s o , 02.3 3 K' 1 2 $„ 6s 31 o•y�K 0103 _ /2 ps f . is- - per pas}-- = J06 Ib r petit (SQA -,,„1 (z 9e•ke) ) � `� �� I S 1b ,Per r 5+ Loc C2 5,.12s) k Fe i P)5 -J- LC -4"X (1 Sjt$.) { / Aof /6 nory = 7"60 re(' 7 1- tMt rlx�fii?1✓1 , 3SDSctrrier er . l I 2 _ . e rs ps vw 0.beve. 3- C'-- -- A yloa a�co�r 130 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project ID v-1 0)00W e_ by AA location date sheet no. 2/2 client job no. \AI -4P-20,90 6640,kyl, rev pre _dal) -bre. —Ve jv -3-1 t4 —Ve sk k • LLffist-r-6 lk (7fro C 1011 A A.fve. 5 r Male —Ve 44= 2." c4 - r 131 132 Frame Span Loads (DEAD). (As Defined) SAP2000 19.1.0 133 a) C a) 0 y co a U) CO 0 -J C a) d a) E m LL SAP2000 19.1.0 i Slab panel analysis.sdb AL 9 6 ti'9~0-. 1,10- 6 0- 10 0- E � 8€O 9 '0 6 '0 9'0 L 8ti'0 9d'0 bZ8"0- i0 L l C9 (0 co ZI�,�O= tiZ 0- 60'0- 94'0 9 10 90 170'0 OLD 17t" 0 9tI0 9V0 6_ L C'0 z&0 z 0- Z_.. 5E0 - Z0.' •99'Z- 8E'E- 9L.'b-: y£. 6L'Z- 81,' L 8 9' o. LI. 0- 9 134 U- Moment 3-3 Diagram (DEAD) SAP2000 19.1.0 0 Slab panel analysis.sdb L0'0� 90'0 90,6 Ergo CO- 3J8M L <17:0' 3-. 0'0- £0 £0-91 I.Z'9- 6�0 CVO £0'0 0'0 7Z0`3 £0-309'8 S00. P0'd 0 0'( VO'd t0% 60'0 - 90-31:69' 1. l$' ZO'0 co Zpi0 CD Z '0 0 E0 -399E6 £0-3 lS'9 £0-9 £ 135 Moment 3-3 Diagram (Asphalt) SAP2000 19.1.0 O Project : South Oxbow Bridge Design: Precast Deck Panel Ref.: AASHTO LRFD 2014, Appendix 5-B6 April 2015 WSDOT Bridge Design Manual M23-50 Section Date: 6/27/2017 Design Engineer: AA QC Engineer: AJG Reference .. Design span Roadway width Girder spacing Skew Angle No. of Girder Curb width Future overlay (2" HMA) Interior Barrior Overhang length L= B.= S= e= Nb = cw = whma = Wbarrier = Overhang = 17 34 6.5 0 5 8 0.0233 0.20 4.00 ft ft ft deg in kip/ft2 k/ft ft (from edge of slab to interior curb line) ( 0.140 kcf) Criteria and assumptions 2.1 Design Live load for Decks IsS515'? YES 3.6.1.3.3 4.6.2.1 3.6.1.3.3 The design truck or tandem shall be positioned transverse 1' from -face of curb for overhang design and 2' for all others Is (overhang - cw) 5 6' ? Yes 2.2 Dynamic Load Allowance (Impact) IM: 0.33 2.3 Minimum Depth and Cover Slab design thickness: tai For DL calculation: to Top cover: Bottom cover: Sacrificial thickness: 2.4 Skew Deck 6 6 1.5 1.5 0.0 Is 9 < 25 degrees? Yes Primary reinforcement placed in direction of skew in in in in in KPFF Consulting Engineers 6/27/2017 1/5 1.5 in from 6.0 in thickness 1.5 in from 6.0 in thickness 3.6.1.3.4 3.6.2.1 9.7.1 5.12.4, Table 5.12.3-1 2.5.2.4 9.7.1.3 Oxbow Deck Slab Design_BDM.xls Precas Deck Reinf Design 136 6.4.1 Moment Force Effects Per Strip The design section for negative moments and shear forces may be taken as follows: Prestressed girder- shall be at 1/3 of flange width<15 in. Steel girder- 1/4of flange width from the centerline of support Concrete box beams- at the face of the web Web thickness top flange width 0.35 in 6.5 in Design critical section for negative moment and shear shall be at dc, . do: 2.17 in from CL of girder Maximum factored moments per unit width based on Table A4-1: For S = MLL+1,p: -MLL+I,n: Dead load moments MDCP: -MDcn: Wearing surface load moments MDwp:_ -MDwn: Factored positive moment Mup: Factored negative moment -Mun: 6.4.2 Flexural Resistance 01: 6.5 ft k-ft/ft (Conservative - HL93) k-ft/ft (max -M at do from CL of girder) (Conservative - HL93) 5.00 4.82 0.60 3.90 4.6.2.1.6 4.6.2.1.6 k-ft/ft Max +ve M k-ft/ft Max -ve M at interior girder 0.10 k-ft/ft 0.10 k-ft/ft perft 9.65 k-ft/ft perft 13.46 k-ft/ft Max +ve M Max -ve M at interior girder 5.7.3.2.3 0.8 5.7.2.2 6.4.3 Design for positive Moment Region (Bottom) Assume bar# (bare) dp = f%P req= tf 1n.P req 4.13 in 0.57 int 9.60 k -ft Use (Transverse - Bottom) # 6 @ spa 'Use bar 6 @ Asp premed = 0.88 int per ft Check max reinforcement (not required) . Bar # 4 5 6 Dia (in) '. 0.500 0.625 0.750 Area (inA2) 0.20 0.31 0.44 a (in) 0.707 9.34 in de 4.13 in c: 1.29 in Is c / de 5 0.42? OK - Section is not over reinforced. Check min reinforcement fr: 0.537 ksi Mor: 3.220 k -ft 1.2 Mor: 3.86 k -ft - 14.16 k -ft OK KPFF Consulting Engineers 6/27/2017 3/5 a (in) 1.100 61in I 44Mn(k-ft) 14.16 OK 5.7.3.3.1 :: c/d = 0.31 5.7.3.3.2 Oxbow Deck Slab Design_BDM.xls Precas Deck Reinf Design 138 6.4.4 Design of Negative Moment Region (Top) Assume bar# (barn) do=. Asn req = �tMn,n req Use (Transverse - Top) # 6 4.13 in a (in) 0.82 int 1.026 13.35 k -ft 6 @ spa .. 6.43 in Use bar Asn provided = Check max reinforcement (not required) 6 @ l 6J in a (in) 1.100 0.88 in2per ft da 4.13 in c: 1.29 in Is c/d. 5 0.42? OK - Section is not over reinforced Check min reinforcement Ma: 1.2 Mcr: 3.220 k -ft 3.86 k -ft 14.16 k -ft OK 4Mn(k-ft) 14.16 OK. 5.7.3.3.1 c/d = 0.31 5.7.3.3.2 6.5 Control of Cracking by Distribution of Reinforcement 5.7.3.4 Service load combination is to be considered for crack width control 3.4.1 ye = 0.75 Exposure condition with corrosion concem per LRFD 5.7.3.4.1 Top bars n = 6.0 p = As/bd= 0.0178 M = 8.82 k -ft np= 0.107 fe = 33.22 ksi j = 1 - k/3 = 0.878 do (in) = 1.375 N= 1.425 Spacing Req'd s 5 8.34 in OK Bottom bars dc(in)=1.875 n=6.0 M = 5.70 k -ft np= 0.107 fe = 21.47 ksi ac = 1.649 Spacing Req'd s 5 11.08 in OK KPFF Consulting Engineers 6/27/2017 4/5 k = ((pn)2+ 2pn)1'2 - pn k = 0.367 13s= 1 + (.7(h -d.)) p= As/bd= 0.0178 k = 0.367 Oxbow Deck Slab Design_BDM.xls Precas Deck Reinf Design 139 6.6 Shrinkage and temperature Reinforcement On each face and in each direction For components less than 48 in. thick Ag= Atemp re_ 72 int 0.13 in2/ft The spacing of this reinf shall not exceed 3tei = 18 in Bottom transverse bar= bar ^s provided = Top transverse bar= bar As provided = Longitudinal bar and # 6sp@ bar area = 0.44 in2 0.88 int/ft # 6sp@ bar area = 0.44 in2 0.88 int/ft 5.10.8.2 18 in BDM memo 12 in OK OK 6 in 6 in Use bar # 51 12 in As provided = 6.8 Maximum bar spacing. 1.5 tm (min. of): 6.9 Protective coating bar area = 0.31 0.31 in2 per ft in2 OK 9in orl8in OK Use Epoxy coated steel for all bars in the slab 5.10.3.2 5.12.4 Protection against chloride -induced corrosion may be provided by epoxy coating or galvanizing of reinforcing steel, post -tensioning duct, and anchorage hardware and by epoxy coating of prestressing strand. Cover to epoxy -coated steel may be as shown for interior exposure in Table 5.12.3-1. KPFF Consulting Engineers 6/27/2017 5/5 Oxbow Deck Slab Design_BDM.xls Precas Deck Reinf Design 140 0 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Barrier Design 141 kprff South Oxbow Bridge Barrier Design Summary The existing concrete barriers on the bridge (over span 1 and part of span 2) will be removed and replaced with new concrete barriers with same shape, and weight. However, the new barriers are designed to have a greater capacity than the existing barriers. The new barriers (north, south, and median) are designed for a collision lateral force of 27 kips (Designed for TL -2 Toads provided in AASHTO LRFD Table A13.2-1). The following calculations show the geometry, material, reinforcement, and Toads assumed for the design. The barrier design includes a capacity check of the deck slab where the barriers connect to, in order to insure that the slab is protected from damage due to collision load on the barriers. 142 KPFF Consulting Engineers Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017 Geometry Barrier Type: H= Wrap = WbOt = Cover impact side = Cover beck side = MC North & South Barrier 52" 4.33 ft 8. in 8. in 2. in 2. in Barrier fc = b= fy = Slab fc = 4. ksi 12. in 60. ksi 1.0 5. ksi Mc (k-ft/ft) = Flexural Resistance of the Barrier in the Direction Parrallel to the Longitudinal axis of the bridge Max Moment occurs at barrier slab interface Steel impact side #4 @6. in 1 As1 = 0.400 d = 5.75 in in` Assume back steel Yields Fs,s = 0.85*fc*b*(0.85*c) = 34.68 *c Fs,T1=AsT1*fY = 24. kip Fs,T2 AsT2*fY = 16. kip. cMn = cp[Asi*fy*(d-a/2) + As2*fy*(d' - a/2)] = Stress in back steel yield es = 0.003/c*(d'-c) = fs = as = MIN(60,E*es) = 60. ksi rAMn = m[Asl*fy*(d-a/2) + As2*fs*(d' - a/2)] = Steel back side Ase = 0.267in` d' = 2.25 in c=1.153 in a=.98in 154.39 kip-in/ft Max Me= 12.87 kip-ft/ft 0.00285 STEEL YIELDS For Average Moment Use the Average Section Depth Steel impact side #4 @ 6. in A51 = 0.400 d = 5.75 in in` Assume back steel Yields Fc.c = 0.85*fc*b*(0.85*c) = 34.68 *c Fs,T1 =AsT,'`fY = 24. kip Fs,T2=AsT2*fY = 16. kip 1:1)Mn = (1)[Asi*fy*(d-a/2) + As2*fy*(d' - a/2)] = Average Mc 154.39 kip-in/ft = 12.87 kip-ft/ft Stress in back steel yield es = 0.003/c*(d'-c) = 0.00285 fs = as = MIN(60,E*es) = 60. ksi rDMn = m[Asi*fy*(d-a12) + As2*fs*(d' - a/2)] = Recalculated Average Mc = Steel bask side #4 @ 9. in Ase = 0.267 d' = 2.25 in 154.39 kip-in/ft 12.87 kip-ft/ft STEEL YIELDS North & South Barrier 52" 1/4 154.39 kip-in/ft 12.87 kip-ft/ft in` c= 1.153 in a= .98 in 143 KPFF Consulting Engineers. Barrier Type: North & South Barrier 52" MW Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017 MW (k -ft) = Flexural Resistance of the Barrier about vertical axis Assume Uniform Section Width as Smallest Width Steel impact side 6 #4 A51= 1.200 d = 5.25 in Assume back steel Yields Fc,c = 0.85*fc*b*(0.85*c) = AA Fs,T1 =AsT1*fy — Fs,T2=AsT2*fy = cMn = 01)[Ab1*fy*(d-a12) + A52*fy*(d' - a/2)] = 150.28 *c 72. kip 72. kip Steel back side #4 A52 = 1.200 d' = 2.75 in 517.36 kip-in/ft MH, = 43.11 kip-ft/ft Stress in back steel yield Es = 0.003/c*(d'-c) = 0.00561 STEEL YIELDS fs = as = MIN(60,E*es) = 60. ksi $1:0Mn = cD[As1*fy*(d-a/2) + Ab2*fs*(d' - a/2)] = 517.36 kip-in/ft Recalculated MW = 43.11 kip-ft/ft Mb Average Mc = MW = .00 kip-ft/ft 12.87 kip-ft/ft 43.11 kip -ft Determine Barrier Resistance c= a= .958 in .814 in Barrier Loads TL -2 Ft Transverse (kips) 27 FL Longitudinal (kips) 9 F„ Vertical (kips) 4.5 Lt and LL (ft) 4 L„ (ft) 18 He (min) (in) 20 Minimum Height of Rail (in) 27 From AASHTO LRFD Table A13.2-1 North & South Barrier 52" 2/4 144 KPFF Consulting Engineers Barrier Type: ' North & South Barrier 52" Interior Section Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017 Lc= 12.96ft RW = 77.0 kip RW z 1.2Ft ? Yes - OK : Barrier capacity is adequate 1.2 Ft = 32.4 kip a- Check at inside face of barrier: Ms=min(1.2Ft,RW).H / Lc+2H = MDCa = 0.30 kip-ft/ft Mu =1.25 MDca+1.0 Ms = Tu=min(1.2Ft,RW) / Lc+2H = (A13.3.1-2) (A13.3.1-1) 6.5 kip-ft/ft (DL moment at face of barrier) 6.9 kip-ft/ft (Slab demand at face of barrier) 1.5 kip/ft (Slab demand at face of barrier) Slab ds at face of barrier = 4.125 in As required for Mu and Tu: 0.85Tc-ft ( 2 2;M, -ft ' T As := f} `d£ - ds. 0.85 +¢ Fe ft + fy As provided = = 0.375 int/ft (Required) ,f! 0 880 in`/ft (Provided) Yes - OK : Slab capacity is adequate b- Check at design section (dc) in the overhang: do = min (bf/3, 15 in) = cw = curb width (at face of barrier) = overhang length = Mse =Ms*Lc /[Lc+2*0.577 (overhang - cw - dc)j= (Distribution length is increased in a 30 degree angle) 2.167 in 8. in 48. in 1.5 kip-ft/ft MDCb = 4.0 kip-ft/ft (DC+DW moment at dc) Mu =1.25 MDcb+1.0 Ms = 6.5 kip-ft/ft (Slab demand at dc) Tu =min(1.2Ft,RW) / Lc+2H+2*0.577 (overhang - cw - dc)= 0.50 kip/ft (Slab demand at dc). Slab dsatdc= 4.125 in As required for Mu and Tu: 0.85=fc-ft Afi:= [d._jd As provided = 2•M„•ft 3 0.85.4•fe•ft) fy 0.880 in`/ft (Provided) 0.338 int/ft (Required) Yes - OK : Slab capacity is adequate c- at design section in first interior span: --> By inspection this case will not control since the demand is lower with same capacity. North & South Barrier 52" 3/4 145 KPFF Consulting Engineers Barrier Type: North & South Barrier 52" Exterior Section Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017. L�= RW = 6.3 ft 37.4 kip RW >_ 1.2Ft ? Yes - OK : Barrier capacity is adequate 1.2 Ft= 32.4 kip a- Check at inside face of barrier: Ms=min(1.2Ft,RW).H / L.+2H = MDce = 0.30 kip-ft/ft Mu =1.25 Mpce+1.0 Ms = Tu =min(1.2Ft,RW) / L0+2H = (A13.3.1-4) (A13.3.1-3) 9.4 kip-ft/ft (DL moment at face of barrier) 9.8 kip-ft/ft (Slab demand at face of barrier) 2.2 kip/ft (Slab demand at face of barrier) Slab d6 at face of barrier = 4.125 in As required for Mu and Tu: 0.85•f� ft 2 2 Mu•ft i T fy Ag d, ds – + — = 0.546 int/ft (Required) 0.85 fr ft fy As provided = 0.880 in`/ft (Provided) Yes - OK : Slab capacity is adequate b- Check at design section (dc) in the overhang: (Distribution length is increased in a 30 degree angle) dc = min (bf/3, 15 in) = 2.167 in cw = curb width (at face of barrier) = 8. in overhang length = 48. in Mse =Ms*L. /[L.+1*0.577 (overhang - cw - dc)]= 2.1 kip-ft/ft MDCb = 4.0 kip-ft/ft (DC+DW moment at dc) Mu =1.25 MDcb+1.0 Ms = 7.1 kip-ft/ft (Slab demand at dc) Tu=min(1.2Ft,RW) / L0+2H+1*0.577 (overhang cw - dc)= 0.88 kip/ft (Slab demand at dc) Slab ds at do = As required for Mu and Tu: 0.85•fe ft 2 2•M„ •ft ) T A5 :_ I d, – ds 4. — fy. 0.85•(p•i'c ft) fy As provided = 4.125 in 0.880 in`/ft (Provided) 0.378 int/ft (Required) Yes - OK : Slab capacity is adequate c- at design section in first interior span: --> By inspection this case will not control since the demand is lower with same capacity. North & South Barrier 52" 4/4 146 KPFF Consulting Engineers Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017 Geometry Barrier Type: H= Wtop = Wbot = Cover Impact side = Cover back side = MC Median Barrier 32" 2.67 ft 8. in 8. in 2. in 2. in Barrier fc = b= fy = Slab fc = 4. ksi 12. in 60. ksi 1.0 5. ksi M� (k-ft/ft) = Flexural Resistance of the Barrier in the Direction Parrallel to the Longitudinal axis of the bridge Max Moment occurs at barrier slab interface Steel impact side #4 @6. in As1 = 0.400 d = 5.75 in in2 Assume back steel Yields Fc,c = 0.85*fc*b*(0.85*c) = 34.68 *c Fs31 =AsT1*fY = 24. kip Fs,T2 =AsT2*fY = 16. kip mMn = 4 [As1*fY*(d-a/2) + As2*y*(d' - a/2)] = Stress in back steel yield Es = 0.003/c*(d'-c) = fs `= as = MIN(60,E*Es) = 60. ksi mMn = cp[Ast*fy*(d-a/2) + As2*fs*(d' - a/2)] = Max Mc = Steel back side #4 (ta�9.in Ase = 0.267 in2 •d'=2.25 in c= 1.153 in a=.98in 154.39 kip-in/ft 12.87 kip-ft/ft 0.00285 STEEL YIELDS For Average Moment Use the Average Section Depth Steel impact side #4 @6. in As1 = 0.400 d 5.75 in 154.39 kip-in/ft 12.87 kip-ft/ft Steel back side #4 @9. in l in Ase = 0.267 in` d'=2.25 in Assume back steel Yields Fc,c = 0.85*fc*b*(0.85*c) = 34.68 *c Fs,r1 =AsT1*fY = 24. kip Fs,T2 =AsT2*fY = 16. kip (1)Mn = 5:0[Ab1*fy*(d-a/2) + As2*fy*(d' - a/2)] = 154.39 kip-in/ft Average Mo = 12.87 kip-ft/ft Stress in back steel yield Es = 0.003/c*(d'-c) = 0.00285 STEEL YIELDS fs = as = MIN(60,E*Es) = 60. ksi rAMn = 4:D[As1*y*(d-a/2) + As21s*(d';- a/2)] = 154.39 kip-in/ft Recalculated Average Mc = • 12.87 kip-ft/ft Median Barrier 32" 1/4 c= 1.153 in a= .98 in 147 KPFF Consulting Engineers Barrier Type: Median Barrier 32" MW Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017 MW (k -ft) = Flexural Resistance of the Barrier about vertical axis Assume Uniform Section Width as Smallest Width Steel impact side A51 = 0.800 d = 5.25 in Assume back steel Yields F� = 0.85*fc*b*(0.85*c) = Fs,T1 =^sT1*'7fi' — Fs,T2 =AsT2*4 _. ctMn = $1:1A51*fy*(d-a12) + As2*fy*(d' - a/2)] = 92.48 *c 48.' kip 48. kip Steel back side A52 = 0.800 d' = 2.75 in 341.65 kip-in/ft MW = 28.47 kip-ft/ft Stress in back steel yield Es = 0.003/c*(d'-c) = 0.00495 STEEL YIELDS fs = as = MIN(60,E*ss) = 60. ksi c1)Mn = (D[Asi"fy*(d-a/2) + As2*fs*(d' - a/2)] = 341.65 kip-in/ft Recalculated MW = 28.47 kip-ft/ft Mb = Average Mc = MW = .00 kip-ft/ft 12.87 kip-ft/ft 28.47 kip -ft Determine Barrier Resistance c= a= in' 1:038 in .882 in Barrier Loads TL -2 Ft Transverse (kips) 27 FL Longitudinal (kips) 9 F„ Vertical (kips) 4.5 Lt and Li_(ft) " 4 L(ft) 18 He (min) (in) 20 Minimum Height of Rail (in) 27 From AASHTO LRFD Table A13.2-1 Median Barrier 32" 2/4 148 KPFF Consulting Engineers Barrier Type: Median Barrier 32" Interior Section Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017 L� = 9.16 ft RW= 88.4 kip RW z 1.2F1 ? Yes - OK : Barrier capacity is adequate 1.2 Ft = 32.4 kip a- Check at inside face of barrier: Ms =min(1.2Ft,RW).H / Lc+2H = MDCa = 1.20 kip-ft/ft Mu =1.25 Moca+1.0 Ms = Tu=min(1.2Ft,RN,) / L,+2H = (A13.3.1-2) (A13.3.1-1) 6. kip-ft/ft (DL moment at face of barrier) 7.5 kip-ft/ft (Slab demand at face of barrier) 2.2 kip/ft. (Slab demand at face of barrier) Slab ds at face of barrier = 4.125 in As required for Mu and Tu: 0.85•fc.ft z 2 -Mu ft '\ T A : dqds + — = 0.420 int/ft (Required) fy �ff 0.85•••fe ft) fy 0 880 in`/ft (Provided) As provided b- Check at design section (dc) in the overhang: do = min (bf/3, 15 in) = cw = curb width (at face of barrier) overhang length = Mse =Ms*Lc /[Lc+2*0.577 (overhang - cw - dc)]= Yes - OK : Slab capacity is adequate (Distribution length is increased in a 30 degree angle) 2.167 in 8. in 48. in 1. kip-ft/ft MDCb = 4.0 kip-ft/ft (DC+DW moment at dc) Mu =1.25 MDcb+1.0 Ms = 6. kip-ft/ft (Slab demand at dc) Tu=min(1.2Ft,R„,) / Lc+2H+2*0.577 (overhang - cw - dc)= 0.56 kip/ft (Slab demand at dc) Slab ds at do As required for Mu and Tu: 0.85f ft AA :_d, – �. 4.125 in 2•M„ •ft l T: = 0.315 int/ft (Required) 0.85+re ft) fy As provided = 0.880 in`/ft (Provided) Yes - OK Slab capacity is adequate c- at design section in first interior span: --> By inspection this case will not control since the demand is lower with same capacity. Median Barrier 32" 3/4 149 KPFF Consulting Engineers Barrier Type: Median Barrier 32" Exterior Section Project: South Oxbow Bridge Location: Span 1 Barriers Designer: AA Date: 6/16/2017 Ls= 5.15ft RW= 49.7 kip RW z 1.2Ft ? Yes - OK : Barrier capacity is adequate 1.2 Ft = 32.4 kip a- Check at inside face of barrier: Ms=min(1.2Ft,RW).H / Lc+2H:= MDCa = 1.20 kip-ft/ft Mu =1.25 MDce+1.0 Ms = Tu =min(1.2Ft,RW) / Lo+2H = (A13.3.1-4) (A13.3.1-3) 8.2 kip-ft/ft (DL moment at face of barrier) 9.7 kip-ft/ft (Slab demand at face of barrier) 3.1 kip/ft (Slab demand at face of barrier) Slab ds at face of barrier = 4.125 in As required for Mu and Tu: 0.85.reft 2 2 -Mu ft ) As:— ds ` ds — + = 0.561 int/ft (Required) fry 0.85.4)-fe f.) fy As provided = 0.880 in`/ft (Provided) b- Check at design section (dc) in the overhang: dc = min (bf/3, 15 in) = cw = curb width (at face of barrier) overhang length = Mse =Ms*Lo /[Lc+1 *0.577 (overhang - cw - dc)]= 1.6 kip-ft/ft Mpcb = 4.0 kip-ft/ft '(DC -EDW moment at dc) Mu =1.25 MDcb+1.0 Ms = 6.6 kip-ft/ft (Slab demand at dc) Tu=min(1.2Ft,RW) / Ls+2H+1*0.577 (overhang - cw - dc)= 1.00 kip/ft (Slab demand at. dc) Yes - OK : Stab capacity is adequate (Distribution length is increased in a 30 degree angle) 2.167 in 8.in 48. in Slab ds at dc = As required for Mu and Tu: 0.85•f f ft H2 2•M„•ft fy AS provided = 4.125 in += 0.85• f� ft fy 0.880 in`/ft (Provided) 0.351 int/ft (Required) Yes - OK : Slab capacity is adequate c- at design section in first interior span: --> By inspection this case will not control since the demand is lower with same capacity. Median Barrier 32" 4/4 150 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Miscellaneous Details 151 O 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations EI astomeric Bearing Design 152 South Oxbow Bridge Elastomeric Bearing Design Summary The existing elastomeric bearing pads that support span 1 at pier PO are replaced with steel reinforced elastomeric bearing pads of same geometry as the existing ones. The following calculations are for the design of the steel reinforced elastomeric bearing pads that support the approach span at the new cap beam (East abutment). The design is per AASHTO LRFD method B [14.7.5]. 153 KPFF Consult; rineers ELASTOMERIC BEARING PAD DL & LL Bearing Reactions (kips) PGSuper Results Dead Loads (kips Live Loads (kips LL reaction do not include Impact per BDM 9.2.2. Min. 17.2 0.0 Max. 17.3 22.0 0.0055 0.0000 DL min LL min DL max LL max B Dead B Live 0 cy POE 17.2 0.0 17.3 22.0 0.0055 0.0000 0.0000 Use 0 if <0 7 South Oxbow Bridge DL and. LL Reactions & Rotations Bearing Girder Girder Diaph. Slab Haunch Barrier _max Barrier _min Overlay _max Overlay _min User* DL_max User* DL_min LRV_max LRV_min DL_min LL_min DL_max LL_max 0_Dead 0_Live 0_excess camber POE 1 1 10.77 0.55 3.43 1.07 0 0 1.49 1.49 0 0 22.0 0 17.3 0.0 17.3 22.0 0.0054 0.0000 0.0000 1 5 10.62 0.55 3.43 1.07 0 0 1.49 1.49 0 0 16.7 0 17.2 0.0 17.2 16.7 0.0055 0.0000 0.0000 Min. 17.2 0.0 Max. 17.3 22.0 0.0055 0.0000 DL min LL min DL max LL max B Dead B Live 0 cy POE 17.2 0.0 17.3 22.0 0.0055 0.0000 0.0000 Use 0 if <0 7 South Oxbow Bridge DL and. LL Reactions & Rotations SHEAR DEFORMATION AT ELASTOMERIC BEARING PAD 0 0 0 -.413 0 0 0 0 3 0 E q 0 a {� 0 0 ( 2 0 | -J 0 0 k EXP. JT Location § a U ƒ / 0 \ 2 \ 0 IJ1 � \ t E kkk � E eL E co -1.)o a &=e0 ? co o @ ( -0 2 S 2 0�-- k�k\ CO.0 ® kQ. % J?/® 2 a,2�k a O. LI 0 % E N.. - d o 0 d■#/ o z°°\ m._ o 0E e2 7. \o §\7)° � @ / §k \¢\ a ©~— EE a)«+46o..a: -c) 24ai%v- a) E�,�Q 5 0oo2A ��e� / \kk\2 X £§§_ ®k \ 11 co & 2 , da0-%a J �Kw,cc:w 6. PerAASHTO LRFD 14.7.5.3.3 155 KPFF Consulting Engineers Elastomeric Bearing Design AASHTO LRFD Method B Design - English Units Based upon AASHTO LRFD Sixth Edition (2012) [LRFD 14.7.5] Spreadsheet applies to rectangular shaped bearings only. All boxed entities must be input by user. Shear strain due to rotation in secondary direction is based upon 0.005 radian uncertainty allowance. Peak hydrostatic stresses must be checked for bearings with externally bonded steel plates. Units: in, kips, psi unless noted otherwise Coordinates: x, L are perpendicular; y, W are parallel, to the primary rotation axis. Usually W>L. Bearing Design Date: Job Title: Gmax Gdesign hd hCO18r hs Fy AFT„ L W Perimeter Hole Dia. MAX (P0) INPUT DATA • Designer: A 6/20/17 South Oxbow_Bridge-Approach Span] PDL (kips): (kips): es.st (rads): As-cy (rads): Asst (in): As.,..y (in): Trans. fixed x? (y/n): Trans. fixed y? (y/n): No. of int. layers (-): (psi): (Psi): (in): (in): (in): (ksi): (ksi): (in): (in): . (in): (in): 190 165 17.3 0.500PLL 22.0 0.250 0.005 0.0747 0.000 36 0.38 24 0.10 n 6 y 12 36 2 0.00 Area Si Calculated Shear direction) Ys-st Vs-cy Ya-st Macy Yrst Yr-cy Ycomb sum Stability am (psi) aTL (psi) 0.06 Compressive Ec 51X -initial 6LL [dDL (in2) = (-) = Strains = .252 = .067 . = .430 = .547 = .132 = .000 72.0 4.00 (primary < 3.00 OK < 5:00 OK 2683 N/A NO RESTRAINT 18,240 psi .020 in .025 in are approximate BEARING DESIGN h1 = 1.50 in > 2"As_st Calculated Shear. Strains (secondary direction) Vs-si = .000 Ys-cy = .000 Ya-st = .347 < 3.00 OK ya.cy = .442. Yr-st = .330 Yr.cy = .000 OK OK OK OK 1.888 Requirements < < < 1.00 Deformation = G and du values Ycomb sum 1.450 < 5.00 OK Calculated Stresses OK (x - dir.) am = ast = 240 psi OK (y - dir.) aLL = ac,, = 306 psi REQD. an = 546 psi Steel Shim Requirements _ hs (service) z .023 in hs(fatigue) a _ .013 in hs (minimum) z .0625 in and based upon Commentary Eqn. C14.7.5.3.6-1.] SUMMARY ‘-- L = 6 in Approx. weight = 9.3 lbs W = 12 in Allowable shear displacement = .75 in Unloaded height = 1.72 in Maximum shear force = 6.8 kips Loaded (DL) height = 1.70 in Minimum low-temperature elastomer grade = 4 South Oxbow Bridge Bearing Design Imo( (P0) KPFF Consulting Engineers Intermediate calculations AASHTO 14.7.5.3.4 - Stability A B keff Primary Dir. 0.339 0.396 2.00 Secondary Dir: 0.107 0.297 1.00 Pelastomer (lbs/in3) Psteel (Ibs/iin3) 0.043 0.286 AASHTO 14.7.5.3.3 - Combined Stresses A dal da2 da3 Da Dr 0.142 1.098 1.504 -0.288 L/W W/L 1.360 1.098 0.500 0.344 AASHTO 14.7.5.3.3 - Combined Stresses Ba Ea a Ca ahyd amax 1.85 0.046 6.26 651 43465 428 psi (Max. Tensile stress) HYDROSTATIC STRESS WITHIN ALLOWABLE HYDROSTATIC STRESS IS COMPRESSIVE Horiz. Force = 3.5 kips P(DL)/5 = 3.5 kips NO RESTRAINT SYSTEM REQD. HORIZ. FORCE < P(DL) / 5 OK r South Oxbow Bridge Bearing Design Ib( (P0) KPFF Consulting Engineers Elastomeric Bearing Design . AASHTO LRFD Method B Design - English Units Based upon AASHTO LRFD Sixth Edition (2012) [LRFD 14.7.5] Spreadsheet applies to rectangular shaped bearings only. All boxed entities must be input by user. Shear strain due to rotation in secondary direction is based upon 0.005 radian uncertainty allowance. Peak hydrostatic stresses must be checked for bearings with externally bonded steel plates. Units: in, kips, psi unless noted otherwise Coordinates: x, L are perpendicular; y, W are parallel, to the primary rotation axis. Usually W>L. .INPUT DATA Bearing Design MIN (P0) Date: 6/20/17 1 Designer: fAA Job Title: South Oxbow Bridge -Approach Span 1 Gmin (Psi): 140 Gdesign (Psi): 165 Pr,L (kips): 17.3 h,t (in): 0.500 PLL (kips): 22.0 hoover (in): 0.250 6s.st (rads): 0.005 h8 (in): 0.0747 As,y (rads): 0.000 F,; (ksi): 36 L as -t (in): 0.38 1 MTH (ksi): 24 As.„, (in): Trans. fixed x? (y/n): 0.10 n L (in): 6 Trans. fixed y? (y/n): y W (in): 12 Perimeter (in): 36 No. of int. layers (-): 2 Hole Dia. (in): 0.00 BEARING DESIGN Area (in2) = 72.0 hrt = 1.50 in > 2'0531 OK Si (-) = 4.00 Calculated Shear Strains (primary Calculated Shear Strains direction) (secondary direction) Ys-st = .252 Ys-st = .000 Ys.cy = .067 Yscy = .000 Ya-st = .583 < 3.00 OK Ya-st = .469 < 3.00 OK Ya-cy = .741 Ya-cy = .596 Yr-st = .132 Yr-st • = .333 Yr-cy = .000 Yr - y = .000 Ycomb sum 2.380 < 5.00 OK Ycomb sum 1.845 < 5.00 OK Stability Requirements Calculated Stresses QTL (psi) < ' 1977 OK (x - dir.) QDL = Qst = 240 psi QTL (Psi) < N/A OK (y - dir.) QLL = crcy = 306 psi 0.04 < 1.00 NO RESTRAINT REQD. QTL = 546 psi Compressive Deformation Steel Shim Requirements Ec — 13,440 psi hs (service) Z' .023 in OK 50L -initial .027 in - hs (fatigue) Z .013 in OK 6u_ .034 in hs (minimum) a .0625 in OK [dm_ and dLL values are approximate and based upon Commentary'Egn. C14.7.5.3.6-1.] SUMMARY • L = 6 in Approx. weight = 9.3 lbs W =. 12 in Allowable shear displacement = .75 in Unloaded height = ' 1.72 in : Maximum shear force = 5.0 kips Loaded (DL) height = 1.70 in Minimum low-temperature elastomer grade = 4 South Oxbow Bridge Bearing Design }PIa1 (P0) KPFF Consulting Engineers Intermediate calculations AASHTO 14.7.5.3.4 - Stability A B keff Primary Dir. 0.339 0.396 2.00 Secondary Dir. 0.107 0.297 1.00 Pelastomer. (I bs/i n3) Psteel (lbs/in3) 0.043 0.286 AASHTO 14.7.5.3.3 - Combined Stresses 1\ 0.122 dal 1.092 da2 1.503 da3 -0.292 Da Dr UW W/L 1.357) 1.092 0.500 0.347 AASHTO 14.7.5.3.3 - Combined Stresses Ba Ea a Ca 1.89 0.061 8.35 1549 0hyd 76183 amax 315 psi (Max. Tensile stress) HYDROSTATIC STRESS WITHIN ALLOWABLE HYDROSTATIC STRESS IS COMPRESSIVE Horiz. Force = 2.5 kips ,P(DL)/5 = 3.5 kips NO RESTRAINT SYSTEM REQD. HORIZ. FORCE < P(DL) / 5 OK South Oxbow Bridge Bearing Design VI9J (P0) 0 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Expansion Joint Design 160 South Oxbow Bridge Expansion Joint Strip Design Summary The expansion joint strip at pier PO is replaced with a new one. The following calculations show the analysis and design of the new expansion joint strip seal. The •design is accommodating the displacement demand from both the approach span and the bridge side. The maximum displacement demand on the bridge side is ±1.5", which is called out in the original as -built drawings. 161 KPFF Cons. Engineers Lateral Dispalcement at Exp. Jt. (Approach span side) - Displacement demands shown in table are for the approach span only, main bridge displacement demand of -11.5" (per as-builts) is accounted for when selecting the strip seal. Min Max Temperature ( F) 0 100 (Per BDM) Lateral Dis lacement (in) Installation at 64° F Installation at 40° F Installation at 80° F Location Negative T+C+S Positive T Negative T+C+S Positive T_ Negative T+C+S Positive T POE 0.25 0.09 0.19 0.16 0.29 0.05 temp 1.2*1.0*a*L(AT) Ashrinkage=0.0002*0.5* L 4,eep 0.16*L/100 1. 1.2 is the factor specified in AASHTO LRFD (Included in equation). Based on Service -I combination 2. Per BDM (09-2011) 9.1.2 A and assume a restraint factor of 0.5. Shrinkage causes opening. 3. Per BDM (09-2011) 9.1.1 and assume a creep ratio of 0.16" shortening per 100' long bridge for PS girder, 0.317100' for PT spliced girder. Creep causes opening. South Oxbow Bridge LateralDispl. at Exp. Jt. KPFF Cons0Engineers Expansion Joint Summary - Displacement demands shown in table are for the approach span only, main bridge displacement demand of±1.5" (per as-builts) is accounted for when selecting the strip seal. Min Max Temperature (` F) 0 100 (Per BDM) ( D.S. Brown Installation at 64° F Installation at 40° F Allowable Range Location Negative T+C+S Positive T Installation Width (in) Max (in) Min (in) Allowable Range? Negative T+C+S Positive T Installation Width (in) Max (in) Min (in) Allowable Range? Max (in) Min (in) POE 0.25 0.09 2 2.25 1.91 OK 0.19 0.16 2 2.19 1.84 OK 4.5 0.5 Watson/Bowman/Acme Installation at 64° F Installation at 40° F Range Location Negative T+C+S Positive T Installation Width (in) Max (in) Min (in) Allowable Range? NegativeInstallation T+C+S Positive T Width (in) Max (in) Min (in) Allowable Range? Max (in) Min (in) POE 0.25 0.09 2 2.25 1.91 OK 0.19 0.16 2 2.19 1.84 OK 4 0 temp=1.2*1.0*a*L(OT) Ashrinkage=0.0002*O.5* L Ak,..p 0.16*U100 Use SE400 Type "M" strip seal to accomodate the displacement demand from approach span (as shown in this table) and the demand from main bridge of ±1.5" as provided in the as -built drawings. 1. 1.2 is the factor specified in AASHTO LRFD (Included in equation). Based on Service -I combination 2. Per BDM (09-2011) 9.1.2 A and assume a restraint factor of 0.5. Shrinkage causes opening. 3. Per BDM (09-2011) 9.1.1 and assume a creep ratio of 0.16" shortening per 100' long bridge for PS girder, 0.31 "/100' for PT spliced girder. Creep causes opening. South Oxbow Bridge Expansion Joint Summary South Oxbow Bridge East Abutment Replacement Building Permit Supplemental Structural Calculations September 14, 2017 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2Q11 City of Tukwila BUILDING DIVISION pig- . 1 SI <pff Table of Contents 1. Micropile Design 2. Cap Beam Design 3. Pier 1 Column E Replacement 4. Traffic Surcharge Design t 5. Transverse Abutment Analysis 6. Additional Deck Panel Analysis Note: pages are numbered to replace or be added to original calculations. KPFF Consulting Engineers Dead Loads span 1 Total length (ft) width (ft) weight (lb/ft) qty total (lbs) Oxbow Bridge - Boeing Abutment Design.xlsx Micropile Design see Smath 46000 approach span 16" CIP/Prestressed 15.27 36 7680 1 117280 (solid 16" @ 160pcf, 29.625' span + 5.5" end, 36' wide) 2" Overlay 15.27 36 870 1 13286 (w/ 2" overlay @ 145 pcf) Cap 37 2282 1 84416 3.9'x3.9' cap @ 150 pcf Live Loads (AASHTO 3.6) HS -20 Impact Tandem Lane Load Ped 28 28 5 25 26 .1.25 D L+1.75 * (LL+I M ) 1.0DL Micropile Design Micropile allowable capacity (assumed factored resistance) vertical for gravity required vertical for gravity required Lateral loads seismic earth pressure approach seismic bridge seismic cap seismic breaking 34 34 37 2571.4 2 144000 (1995 bridge design truck; 1 lane each direction = 2 trucks) 848.6 2 47520 33% Impact factor 10000 1 50000 not considered 640 2 32000 not considered 100 5 2600 (100 psf, 5' wide sidewalk, 17', 35' spans) 665936.4 Ibs Factored Demand 665.9 kips STRENGTH 260981.1 lbs No LL for extreme due to lightly traveled bridge Factored Demand 261.0 kips EXTREME 120 kips 120 5.5 required 2.2 required 6 3 STRENGTH EXTREME STRENGTH EXTREME STRENGTH EXTREME 144 9 44064 16H, see geotechnical diagrams 400 4.5 61200 see geotechnical diagrams; active resisted by sheet pile; ignored for micropile design 130566 0.4 52226 - 0.4 friction coefficient on seismic weight for concrete 46000 0.35 16100 0.35 friction coefficient on seismic weight for steel 2282 0.66 - 55714 3.9'x3.9' cap; 0.66g accel in 1995 design (see drawings) 72000 0.25 18000 AASHTO 3.6.4 (1 truck; max of 0.2 friction coefficient per BDM 7.5.5) 1.0EQ 168104 lbs controls 1.0 LF per 2015 Interim Revisions 3.4.1 1.75BR 31500 168.1 Ultimate Kips lateral allowable capacity 29.10 factored vertical reaction 116.42 5.8 required battered EXTREME 8 6 total vertical total battered 116.7 Max Load Vertical 115.5 Max Load Lateral AJG 8/25/2017 22 Cap Design Combined.sdb 6/25/2017 LOW 0511125111.211Ntlne (u„,. a n. Hole,. Lead Cdeanemn,TGe oa: " (UMW 11111 ., create roomer Low ute eomUec Cmoo Define Cmdkefon of Lad Cern R, i Lwc Cas,Naw Weal C . 11. !lerwe AtR2CACH Liam . 125 AN+RCACH 0211 Trek 1.25 r .VELR LIVE LOAD CAP LMtw i Lfen loot o Urea, Stott f.x tze • ikAM.ui moving load conservatively assumes each wheel load on two side by side HS -20 trucks is transferred directly into the cap beam includes 1.75 factor for LL and 33% increase factor for IM Toad Vehicle nane - VFH1 Unts Hipft F < . _oafs Load Leigth Tyne Mininum Maxinum Uniform Distance Distance _oad Axle Load Fixed Length ..,ti_...;, 1. 3. 36. Fixed Len tth 1. - 0. 36. Fixed Length 6. 0. 36. Fixed Length 6. 0. 36. reed Length 0. 0. 30. Add Insert ❑1 Vehicle Remains Fuly Ir Path Clti 1 Mcdifg Cancetw�, Deete 36 kip loads come from two 72 kip HS -20 trucks side by side. Using the full weight of the truck is conservative since Span 1 is approximately 18.5' and span 2 is 30'. A B C 88888z8888888 0 O W.4 13 spa @ 2'-3" Cap beam m Micropile, typ. 3'-10.5"* SAP2000 19.1.0 X -Z Plane @ Y=0 Kip, ft, F 1601 5th Averiue, Suite 1600 Seattle, WA 98101 206 622-5822 . South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Pier 1 Column E Replacement 164 16015th Avenue; Suite 1600 Seattle, WA 98101 206.622.5622 Project. S Oxbow Abutment Replacement By AJG Location Date 8/30/17 Sheet No. Client Boeing Pile to collar weld strength Job No. pile to collar weld strength dtube=12in 1 twall 2 in P u :=40 it . gap:= 2.0 in Lweld= n ldtube�- 2• gap= 33.7 in in= 0.25 in wweld q legs:= 1 2 Ae:= legs• 0. 707• wweld• Lweld 6 in Rwel := 0.6•A e• Fexx• 1.5=375.2 kip • weld: -2 F exx:= 70 ksi • *electrode strength *maximum axial force in pile (20 ton ASD design) *gap in rings (2) *length of weld *weld size *weld outside only *effective weld area *resistance of weld loaded perpendicular to weld direction Pu =0.21 Rweld weld 165 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 project. South Oxbow Bridge Abutment Repair by AJG location date 8/30/17 sheet no. client Boeing Pier 1 Col E Replacement job no. the dead Toad demand at pier 1 with span 1 removed is the same as for pier 0 (1 T spans). From page 30 in the permit calculations, the DL reactions are: DEAD LOAD DEMAND AT ABUTMENT 0 SPAN 0-1 GIRDER LINE GA: D 1 w L = 11.7 kip DLOIGA 2 ( DLGA+ w 501, 01 GIRDER LINE GB: _ 1 • DDLOIGB 2 (wDLGB+wS01) L01= 5. 9 kip GIRDER LINE GC:_ 1 DDLO1G62 (wDLGC+wS01)L01=_ • 5.9 kip GIRDER LINE GD: D = 1 DL01GD 2 (w DLGD+ w L S01) 01= 8.9 kip GIRDER LINE GE: DDLOIGE 2( •= 1 wDLGE + wS01) L 01= 13 '5 kip the dead Toad demand at pier 1 without span 1 removed is twice that for pier 0 (17' spans on either side). 0 OF EXISTING PILELDOATIONS (FIELD VER,F7) 166 Existing Condition SAP2000 19.1.0 Joint Loads (DEAD) (GLOBAL CSys) Kip, ft, F Pier 1.sdb 8/27/2017 O A Existing Condition N M 1� N Temporary Condition With(ColE removed no pile Toads are increased so temporary shoring is unnecessary 168 SAP2000 19.1.0 Joint Reactions (SERVICE I) 1.0 DL Kip, ft, F 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF_ Proj. No. 10041600438 Permit Submittal Structural Calculations Traffic Surcharge Design • 169 a L N 0 S&EE Job no. 1703 b a c Notes: 6.0' 5.0' 5.0' 12.5' Sheet Pile Wall (Ignore resistance at top one foot) 1/2*sp1*b/2 spl sp2*(b/ 1 /2*(s 3-5p2)*(2) spLF Surcharge Load = q (traffic surcharge in psf) v.. v v 4 sp3 sp4*c 1 /2*(sp5-sp4)*c p2 + • N .0 CO 1 >< .o 4.7H7'." 96*a 1- 96 N 0 CV a 0 sa3*c° 7 sp5 Passive Soil Pressure: spl = 583 sp2 = 463 sp3 = 742 sp4=1010 sp5 = 2585 (NOT -TO -SCALE) 1. All pessures in pounds per square feet (psf) • Active Soil Pressures: sal = 340 sa2 = 700 sa3 = 565 sa4 = 740 2. Passive earth pressure includes a safety factor of 1.5 U. as 1 /2*(sa4-sa3)*c -1 < 0.33*q* sa4 0.33*q (Surcharge -Induced) Figure 2 Lateral Pressures on Back/East Sheet Pile Walls Boeing DC, South Oxbow Bridge 170 a+b+c 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Project Oxbow Bridge Repair By AJG Location Date 9/6/17 Sheet No. Client Boeing Sidewall Sheet Pile Design Job No. a b 6.0' 5.0' 5.0' Sheet Pile Wall" (Ignore resistance at top one foot). Surcharge Load = q (traffic surcharge in psf) v w w v 1 , 4--r 96 *a 96 (Seismic) o 12.5' / sp4*c 1/2*(sp5-sp4)*c I 4 a:= 6 ft b:= 10 ft. c:= 12.5 ft spl:= 583 psf sp2:= 463 psf sp3:= 742 psf sp4:= 1010 psf sp5:=:2585: psf sal:= 340 psf sa2:= 700 psf sa3:= 565 psf sa4:= 740 psf q:= 250 psf seis:=.96psf sp3 2 + j sa3 sp5 Passive Soil Pressure: spl = 583 sp2 = 463 sp3 = 742 sp4 = 1010 sp5 = 2585 (NOT -TO -SCALE) Active Soil Pressures: sal = 340 sa2 = 700 sa3 = 565 sa4 = 740 0.33*q* 1/2*(sa4-sa3)*c sa4 0.33*q (Surcharge -Induced) a+b+c) *passive pressure *active:pressure *traffic pressure *seismic 171 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206.6223622 Project By Location Date Sheet No. Client Job. No. Ola:= 1 sp1•(2- (6 + b 4-c1+ sp2•..21 [c+ 41+ 1 •(sp3- sp21•1 2J•1c+ 6 2 O1b:= sp4• c•— + 1 •(sp5- sp4) = 140.4 kip ft 2 2 2 ft kip ft =72.5 ft 2 ll l 02a=0.33 q (a+b2c� + 1 sala (a+b+c+sal. b .2+c+ 2•(sa2 sal 2 2 02b:= sal 2 +—•(sa4- sa31• c3 + seis• a•(—a+ b+ c)= 63.4 k1 Elft Overturn Stability (full cantilever) kip ft 0:= Ola+ Olb- 02a- 02b= 3. 0901 ft Shear equations (a+b < D < a+b+c >0.implies stable *passive moment b + cJ = 146.5 kiptft *active moment, OK 1 b b 1 b 1 lS1(D):=spl+ sp2(,+(sp3- sp2)+sp4(D-(a+b))+.(sp5- sp4) (D_(a+b)) sp4J•(D-(a+b)) *passive shear S2a(D):= 2 sal• a+ sal•b+ 2 (sat- sal)b+ sal (D-(a+b))+ 2 •I(sa4- sa31 D-(C+b1J sa3J (D-(a+b1� S2b (D):= seis a+ 0 .33 q•D *active shear shear balance (zero shear =maximum moment) S (D):= S1 (D)- S2a(D)- S2b(D) S(22.916 ft)= 0.0008 iP max moment (zero shear = maximum moment) Ola 2 spl•( 21•I D -(a+3- 11+ sp2 l7J I la+ 12+12.111+ 11 2 (spa- sp2).(b). 01b(D):= sp4. 2 2 -(2 b1� + 2 [(sp5-sp41•(D-(a+b11 sp4) (D -(a3 b1� Ola (22 . 916 ft)+ 01b (22 . 916 ft)= 70.6311 kip ft ft b+—b• 211 a+2 3 *passive moment 172 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206.6223822 Project. By Location Date Sheet No. Client Job No. 02a (D):= 0.33• q• D22 2 ( 3 , l ( 2)) 2 ( ) l ( 3 +—• sal a•D--• a+ sal b D- a+-2 +— sat -sal b D- a+— b (D-(a+b)) 2 1 (D-(a+b)) (D-(a+b)) 2 02b (D):= sa3 2 +.2 ((sa4- sa3) sa3 3 + seis• a•(D- 2J 02a(22.916ft)+02b(22.916ft kip ft =121.1713 ft Overturn Stability, (full cantilever)I 0(D):= Ola (D)+Olb(D)-02a(D)-02b(D) 0 (22 . 916 ft)=- 50.5402 kip ft Sheetpile capacity f := 50 ksi y (11:=0.9' 0:=1.67 *active moment *maximum moment LF:=1.5 *moment design per LRFD. Mu:=IO(21 .827:ft)I= 50.5 kip ft. 3 3 S 27:= 30.2 1ft Z 27`= 36.49 1ft kip ft Mn27•- Z27• fy= 152 ft *ASD checked for reference *PZ27 properties Mu -0.555 Mn27 0 LF.Mu u 0.554 Mn27 173 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Transverse Abutment Analysis 174 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 project South Oxbow Bridge Abutment Repair by AJG location date 8/30/17 sheet no. client Boeing Transverse Sheet pile analysis job no. r The sheet pile is assumed to act as a shear wall and resist all transverse lateral Toads. The sheet pile wall is welded to a steel plate cap that is embedded in the cap beam. The stiffness is significantly greater than the pinned micropile condition so the majority of load will be transferred through the sheet pile. multiplying the seismic weights by the design acceleration of 0.66g, the total lateral force is 172 Kips (see following, weights come from abutment design page 32) length (fit) weight (lb) accel total (lbs approach seismic 1305655.6.25 0.66 86173.31 bridge seismic 46000 0.66 .30360 cap seismic 84415.5 0.66 55714.23 172248 172 Kips The geotechnical engineer analyzed the liquefied condition and found adhesion values (see following). The adhesion is adequate to resist the lateral loading. The deflection is 0.75" and the micropiles are checked to ensure adequate deflection compatibility. 175 PROJECT S` OX60" BY CJS DATE 8-3/-"7 CHECKED SUBJECT, teasI6►^, 6' �e Se w .. JOB NO ' 2o3 SHEET /' OF / DATE PHASE TASK Total/FS = 17442:Ibs/ft ar: 3T/ 2.5 = 258 kips S .Ad ov,. -vc s •i;&6; S•h AES g. n " ^'0. FS,=2.5 per GDM 16015th Avenue, Suite /600 Seattle, WA 98101 (206) 622-5822 - project 67x-5,041) by`-' location client date i/k/1r sheet no. job no. Fpv1) 7- -�S ver3� 1—) L•, A I g7-1 (-7 jel a `(3137 _ Apo; X 44..- � /ii 'r FSS fintef. d T' 5:e-e"Ar / qt 1 4; `i 3 p5; S 3 1( G�Sf . O - a rob if 6 143f 177 ALL -PILE CivilTech Software www.civiltech.com Licensed to Depth (Zp) from Pi e Top -ft — 0 Ground — 20 — 40 — 60 — 80 — - 100 — 120 DEFLECTION, yt -in -1.00 PILE DEFLECTION & FORCE vs DEPTH Single Pile, Khead=l, Kbc=1 MOMENT-kp-f +1.00 -50 0 III SHEAR -kp. +50 -5 0 +5 1 I I I I I I I IlIIIIIII Tip yt=7.21 E-19 Top yt=7.57E-1 Max. yt=7.57E-1 Top St= -6.84E-3 CivilTech Software yt=0 at 14.0 -ft St=0 at 17.1 -ft Top Moment=0.0 Max. Moment=31.5 Top Shear -2.7 Max. Shear -4.0 — G-Ib/f3 Phi C-kp/f2 k-Ib/i3 e50'% 93.2 25.2 0.02 1.8 5.38 Silt (Phi + C) 8 85 35-0 00.____67.2 Sand/Gravel 8.4 30 0.00 47.3 Medium dense fine SAND Depth (Zp) from Pile Top -ft 0- 20 — 5.0 25.3 0.04 3.6 4.81 Very soft SILT 40 — 60 — 66.0 39.0 0.00 144.6 Dense gravelly SAND _ Last Section: E kpfi2=3000 Last Section: I'-in4=67 South Oxbow Bridge, S&EE Job No. 1703 9 -Inch Micropile Seismic with Lateral Deflection 178 80 — 100 — 120 — Figure 4 16015th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Project Hastings Landing By AJG Location Date 9/6/17 Sheet No. Client Pile Strengths Job No. dpile. 19+1 in E:= 29000 ksi Pile Buckling including corrosion•loss t:= 0.472 in f := 80 ksi y loss:= 75 yr• 0.002—=0.15 n in yr > 0 .07 .= 25.375 y dptle= 20.4 < 0.31.—E=112.375 _ I 4 k1:= 0.8 y pile 2 lossl4 (dpile 2• tl 4 2 1 2 11 2 Ag:_ n:l agile 22 lossl - n• I dpil2- t 2 P max y := f • A g= 728.6 kip r:=1A = 3. 1851 in g Fe:- 2 n •E lki•L1. r •L Pu:= 120.kip L:= 20 ft *see model *assumes agressive loss of .002 in/yr over 75: years *allowable axial non compact (Table B4.1 AISC) =92in4 pin top fix bot; braced (Table C C2.2 AISC) 2 = 9. 11 in 2 78.8ksi AISC E3-4 r = 60.2811 .is less than f y F F =0.658 e • f =52.3 ksi cr y. P n :=F cr •Ag=476.3kip 4.71• I f =89.6757 y f2 :=1.67 c Pu P n=285.2 kip AISC E3-3 =0.4208 P n c 179 E:= 29000 ksi Pile Buckling including corrosion•loss t:= 0.472 in f := 80 ksi y loss:= 75 yr• 0.002—=0.15 n in yr > 0 .07 .= 25.375 y dptle= 20.4 < 0.31.—E=112.375 _ I 4 k1:= 0.8 y pile 2 lossl4 (dpile 2• tl 4 2 1 2 11 2 Ag:_ n:l agile 22 lossl - n• I dpil2- t 2 P max y := f • A g= 728.6 kip r:=1A = 3. 1851 in g Fe:- 2 n •E lki•L1. r •L Pu:= 120.kip L:= 20 ft *see model *assumes agressive loss of .002 in/yr over 75: years *allowable axial non compact (Table B4.1 AISC) =92in4 pin top fix bot; braced (Table C C2.2 AISC) 2 = 9. 11 in 2 78.8ksi AISC E3-4 r = 60.2811 .is less than f y F F =0.658 e • f =52.3 ksi cr y. P n :=F cr •Ag=476.3kip 4.71• I f =89.6757 y f2 :=1.67 c Pu P n=285.2 kip AISC E3-3 =0.4208 P n c 179 1601 5th Avenue; Suite 1600 Seattle, WA 98101 206.622.5822 Project By Location Date Sheet No. Client Job No. Mu:= 31.5 kip ft S: Pile Moment Capacity including section loss 1 =19.8in 3 dpile 2•loss 2 M :=S•f =132 kip ft y y Z• 6 6 (dpile- 2: loss) (dpile- 2 t M := Z• f = 174. l kip ft P y d):= 0. 9 Mu -0.2011 0•M P 3 = 26. 1105 in 3 *see LPile results For combined loading, check both the liq. and inertial conditions for the liq. case Puseis := 120 kip M:=31.5 kip ft useis Puseis+ 8 Museis-0.5995 P n 9 (1). M p S2 c *use demands for 1/2" wall since assumed corroded 180 am• Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Proiect ()7-5,P1/4A.) A -S-6 by location date sheet no. client 3pF-1-30 6 Job no. Pz L-"wi _fit„.4e- i_ce,L 4/0 1.,04p Tge416 PArfij- ADIitJ . / 5 15g ttie. 14.1 1 "GC rt`r ti rr il 1 !V- 1- iS 161:? - Fr Lt, 2- 1 • • / Z0- i>311.4,5 33- ,jpS /7) C Hacks rP rk )7 111,4 Fdt-idoi \....... LItne` qH TA / 4, f -ti ;76 3 11,0331 181 1601 Sth Avenue, Suite'1600 Seattle, WA 98101 206.622.5822 Project. By Location Date Sheet No. Client Job No. i Weld from Sheet Pile Wall to Cap (transfer lateral forces) 1 in 38 Lweldl 6 in 2 1n- 3.17 in n:= 2 F exx:=70ksi 4 wweldl 16 in e 1 in weld per 6 in := 0.707• wweldl Lweldl- 0. 6 in 2. Rweldl= 0. 6• Ael F:exx 1.5=35.3 kip weld= 0.75 Fu:=33kip Plate Strength' t w:=0.5in f = 50 ksi •Y b:=:23 in • V :=0.6•t •b•f=345kip n w y 4):= 0.9 *total weld length along one half sheet *weld both sides *electrode strength *weld size *effective weld area *resistance of single weld *AISC Table J2.5 *total shear at sheet edge Fu weld n (Rweldl, -0.62 Fu -0.24 <h•V u 182 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206 622-5822 South Oxbow Bridge East Abutment Replacement KPFF Proj. No. 10041600438 Permit Submittal Structural Calculations Additional .Deck Panel Analysis 183. 16015th. Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Project: Oxbow Bridge By AJG Location Date 9/13/17 Sheet No. Client Deck Shear Job No. Panel/topping Details f' := 5 ksi c X:= 1 d:=6in- 1.8125in. Punching shear x:= 20 in y:= 10 in d cp1:= 2Jx+2.+ 2 2+2 + = 76.75 in V c:= 0.125.4 f ' c ksi cp l• d= 89.8 kip := 0 . 9 V u:= 1.75 1 . 33. 16 kip)= 37.2 kip *concrete strength *normal weight concrete *concrete effective depth. (depth minus cover and db/2) V u = 0.46 (1)• V c *wheel load length (AASHTO 3.6.1.2.5) *wheel load width (AASHTO 3.6.1.2.5) *critical perimeter (mid) *AASHTO 5.13.2.5.4 *AASHTO 5.5.4.2.1 *including impact factor. 184. 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 Project By Location Date Sheet No. Client Job:No. One way shear b w:=7 ft *assume one -8' panel takes the shear (assume 7 for strength) Only one`axle will be present in an 8 foot spacing. This axle will be two 16 kip loads spaced 6' apart. The reaction in the panel will be 16+16*0.5/6.5= 17..3 kips Vu:= 1.75.1.334 .3 kip)+ 1.25. 150 lb 3 6 in• 625 ft ft Vc:= 0.0316. 2.X•. f' ksi •b d= 49.7 kip c w •7ft= 42.4 kip *including impact factor V u -0.95 cl)• V c 185. niEfConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project S---41 64 14 C"."‘"") otA) location ra-R'r;c1r-- by A ,A, date 1%14/2DC-1- sheet no. f�Z client P7 -CCId. c S14 Cf) ✓e(hd job no. Qve n ( c heck UttDver,ta.nq: 2c 14 mtlis; s (FA5-1— over p. 134 -_---2.7 j LL 11'4 * /f keisH,LRF.b C 3 6.13 Li -1 4,e cieck rnoi be reFIace(1 wr)-'k c,/b • it (' y vre til - 2. tMn i-cerwt 5;.-, ce 1 • 2 C "4-414 e 'g(eseV.c.e \ •33 C Q0.t:,r- 4- L--0 /..-4(( 1.0 y L ei D Yf- gram is Ver _ .2-)Cx.33) is° )(4140,01 i2) swt,LIL) • [6rtrvc# ve et.M14 a•s3 = ZS z.��)+ I •S (o ozs ) + 1•� /"`u (�•S3 = lZ n/j -ve — oer1 6t1`41442)4 (p. 138) I • l 4 kj > q•10-1, 18r 6 Dili 'Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project So. \A. (..DX 0%43 by Rs A. location date ci I 120)1' sheet no. 212 client job no. We4 ®ver 1G 9,0 LL= loo rsf .l v,/ / ,4 Wit I s )F F/ena S'R ftNacysi /VA L_-3.�k�, oJerl�.o+t T' _ Sbw —CSO aver Pr s�. 1 ExA't?.Y 6:Jef 0,33 —$ =veAl n`SG k —sle S.2S `Q' ISM.\ -R 0 Li • f 0,,etlt7 a.AS L .c . ?eAt...G-er,om, L�vt (AL . A.4c � . av8� j) �4. LL — loo psT . 187 S&EE SOIL & ENVIRONMENTAL ENGINEERS, INC. 16625 Redmond Way, Suite M 124, Redmond, Washington 98052, www.SoilEnvironmental.com (425) 868-5868 Ms. Emily George KPFF 1601 5th Ave #1600 Seattle, WA 98101 Dear Emily: September 6, 2017 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tulwll BUILDING DIVISION Supplemental Geotechnical Report South Oxbow Bridge, Boeing DC Tukwila, WA Soil & Environmental Engineers, Inc. (S&EE) has been retained by you to perform a geotechnical investigation for the project. The report of this investigation is dated June 22, 2017. Per your request, I have reviewed Reid Middleton's August 3, 2017 review comments, and prepared this supplemental report to include the following responses that are related to geotechnical issues. Geotechnical, Item 2 Traffic surcharge will only apply to the back/east walls. The locations of these walls are shown in the attached Figure 1. We have analyzed the soil pressures and prepared a diagram as shown in the attached Figure 2. Geotechnical, Item 2 and Structural Item 17 The maximum imposed micropile curvature from earthquake ground motions will occur in the abutment's transverse direction (parallel to the river bank). Using the method in WSDOT Geotechnical Design Manual, I estimated the adhesion values of liquefied soil. The values are shown on Figure 3. According to the structural engineer, Mr. Andrew Gastineau, these adhesions on the sheetwall are adequate in resisting the transverse force of 172 kips. Furthermore, based on a soil's Young's modulus of 400 psi and Poisson's ration of 0.4 for soft cohesive soil (Reference: Foundation Analysis and Design, Joseph Bowles) we estimate that the sheetwall and soil deflection in the transverse direction will be 3/4 inch. Using the program, AllPile, I applied this deflection to the micropile top and obtain the pile curvature responses in terms of displacement, moment and shear. These responses are shown in Figure 4. S. Oxbow Bridge, Boeing DC IT. 0 1 1 S&EE Ms. Emily George September 6, 2017 Page 2 Structural, Item 9 A 12 -inch, steel pipe pile is proposed to replace the existing northern timber pile at Bent P1. Using the boring data from B-1 and AllPile program, we have evaluated the geotechnical capacities and presented them in Figure 5. Please note that the pile is assumed to be close -ended. We understand from the contractor that a steel plate will be welded on a 15 -foot -long section of the pile. Then, the rest of the pile length will be welded to the first 15 -foot section. The pile will be driven to refusal using a vibratory hammer. Per our request, the downward pile capacity will be confirmed by a light-duty impact hammer. * ** We believe this supplemental report will serve the current needs. If you have any questions, please feel free tocontact me. Sincerely, SOIL & ENVIRONMENTAL ENGINEERS, INC. I, Nov./p-fi Attachment: Figures 1=5 S. Oxbow Bridge, Boeing DC C.J. Shin, PhD., P.E. President S&EE r !< E c oN t) ag o c I R0U V aid CO J I i ' 3 I I u 1 I•ti• �. • ,.G I Uz Irs ti 0 z 0 0 pit z 5 a 0 z 0 u SOUTH OXBOW BRIDGE a= m )44 8'118— °qv0\ub.sap\(bp.9 xagxp bv!a08) 8C60091\ A .a!!j w080.66.01—L106 '60 ^V :6108 J6416:# :Pw°N S&EE Job no. 1703 Sheet Pile Wall (Ignore resistance at top one foot) 6.0' Surcharge Load = q (traffic surcharge in psf) v v v v v v v s 5.0' s �sp2 5.0' sp4 / sa3 /2Z sa2 sp3 \ 12.5' sp5 Notes: Passive Soil Pressure: spl = 583 sp2 = 463 sp3 = 742 sp4 = 1010 sp5 = 2585 x (NOT -TO -SCALE) 1. All pessures in pounds per square feet (psf) Active Soil Pressures: sal = 340 sa2 = 700 sa3 = 565 sa4 = 740 2. Passive earth pressure includes a safety factor of 1.5 sa4 E- 96 (Seismic) 0.33*q (Surcharge -Induced) Figure 2 Lateral Pressures on Back/East Sheet Pile Walls Boeing DC, South Oxbow Bridge PROJECT S` QXO"OvJ gr.'d -e_ 9 BY G7S : DATE �8-3''°7 CHECKED DATE i,o3 SHEET /• OF SUBJECT,4o'i aS %a ham, /Jed- SL Lt . JOB NO. PHASE TASK_. ALL -PILE Depth (Zp) from Pi e Top -ft —0 — 20 — 40 — 60 — 80 — 100 — 120 CivilTech Software www.civiltech.com Licensed to -1.00 DEFLECTION, yt -in 0 +1.00 -50 Ground I I 1 11 I 1 1 1 1 1 I 1 1 1 yt=0 at 14.0 -ft St=0 at 17.1 -ft Tip yt=7.21 E-19 Top yt=7.57E-1 Max. yt=7.57E-1 Top St= -6.84E-3 CivilTech Software PILE DEFLECTION & FORCE vs DEPTH Single Pile, Khead=l, Kbc=1 MOMENT -kp-f 0 SHEAR -kp +50 -5 0 Top Moment=0.0 Max.Moment=31.5 +5 Top Shear -2.7 Max. Shear=4.0 Depth (Zp) from Pile Top -ft 0- G-lb/f3 Phi C-kp/f2 k-Ib/i3 e50 % 93.2 25.2 0.02 1.8 5.38 Silt (Phi + C) 8 85 35 0_00-67_2 Sand/Gravel 8.4 30 0.00 47.3 Medium dense fine SAND 5.0 25.3 0.04 3.6 4.81 Very soft SILT 66.0 39.0 0.00 144.6 Dense gravelly SAND Last Section: E kp/i2=3000 Last Section: I'-in4=67 South Oxbow Bridge, S&EE Job. No. 1703 9 -Inch Micropile Seismic with Lateral Deflection 20- 40 60 — 80 100 — 120 — Figure 4 CO Ili I.11 I 1 I 1 1111. .l 1.1 I 1111 1111 I I 1 1- 0 d>f dnb 'lyloede3 uudn (V t0 O till 1111. I.l.l 1- v a N del- ?Apo 'Aylaede3 uolssOJdwo3 O co 0 8 3 oo Foundation Depth, L -k z a 306 L n' m � oz O° -C W 015 NN FILERECEIVED CIN OF TUKWILA JUL O l 2017 MEMO PERMIT CENTER Date: June 2, 2017 To: Jerry Hight, City of Tukwila Building Official From: Anne M.F. Streufert, PE, SE, KPFF Consulting Engine rs subject: Boeing South Oxbow Bridge Emergency Repairs — Cit REAM Permit PROJECT DESCRIPTION KPFF is providing structural engineering services to Boeing in support of the South Oxbow Bridge Emergency Repairs. This project includes permanent, emergency repairs to the South Oxbow Bridge (South 102nd Street) that will allow Boeing to reopen the bridge to carry vehicle and pedestrian traffic across the Duwamish River. Based on a recent bridge inspection and analysis, the east abutment of the South Oxbow Bridge does not have structural capacity to support vehicle and pedestrian loads and has been closed to all traffic. As a result, Boeing is proposing permanent emergency repairs to the east abutment to reopen the bridge. The existing structure was built in 1957 with the superstructure being replaced in entirety twice, mostly recently in 1995. According to the as -built plans, the 1995 rebuild was designed to the 1992 Edition of the American Association of State Highway and Transportation Officials (AASHTO) Standard Specification for Highway Bridges and the 1994 Edition of the Uniform Building Code, as adopted and amended by the City of Tukwila. In addition, all work was completed in accordance with the City of Tukwila and 1994 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. The proposed repairs include replacement of the existing deteriorated bridge abutment and approach slab, in addition to removal and replacement of the easternmost bridge span to protect the structural integrity of the remainder of the bridge structure during abutment removal and reconstruction. The repaired and reopened bridge will carry 2 lanes of highway traffic and a pedestrian sidewalk (no change from previous usage). CHANGE OF CODE REQUEST KPFF and Boeing staff attended a permit pre -application meeting with City of Tukwila staff at the City offices on May 18, 2017. At the meeting, it was confirmed that a building permit will be required for the project approval and that the building permit application needs to include structural plans and calculations. Additionally, it was stated that the structural calculations should be completed and submitted in accordance with the 2015 International Building Code (IBC). This statement is in accordance with the Tukwila Municipal Code 16.01.020. Given that the project is a roadway bridge structure with usage consistent to that of a highway bridge, rather than a building structure, we feel as though the AASHTO bridge more relevant than the IBC to the type of structure and type of Toads we are d®lino ., IP/WcP FOR project. As a result, we request that the structural calculations for the buildirF e E APPLIANCE structural design Toads, analysis methods and material specifications from the AASHRipNiltro/ED Bridge Design Specification, 7th Edition with 2015 and 2016 Interim Revisions. SEP 2 5 2017 City of Tukwila BUILDING DIVISION .01 ♦/ MEMO FIL4.t is 1g:if CHANGE OF CODE JUSTIFICATION As mentioned above, the project structure consists of a roadway bridge. As a result, highway vehicle loads and seismic loads control the structural design. In Section 1607.7.1 of the IBC (Structural Design/Live Loads/Heavy Vehicle Loads/Loads), it states the following: 1607.7.1 Load. �whe�re any tructurdoes not restrict access for vehicles that exceed a 10 OOO-pound 453E17g -vehicle weight rat those portio> ro the structure=subject to such loads shall be designediusing the vehicular live loads, including consider Ua on`of Impact a`nd`fatigue'tln accordance with the codes and specifications required -by -lb u sdlctlon avirig-aurtty for a 3esfgn p f d const uctton dithe-roadways and brldges1n the same location of the structure. In Section 1613.1 of the IBC (Structural Design/Earthquake Loads/Scope), it states the following: 1613.1 Scope: Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 4. Structures that require special consideration of their response characteristics and environmeniythat are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria such as vehicular r 771electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances an'- dear -reactors. It is our understanding that the jurisdiction having authority for the designand construction of the roadways and bridges in the same location as our structure is the City of Tukwila Public Works Department and that the design and construction for roadways and bridges for the City's Public Works Department shall follow the following codes and guidelines: • AASHTO LRFD Bridge Design Specification, 7th Edition with 2015 and 2016 Interim Revisions. • Washington State Department of Transportation (WSDOT) Bridge Design Manual (BDM), June 2016 • WSDOT Local Agency Guidelines (LAG) Manual • WSDOT Standard Specifications for Road, Bridge and Municipal Construction 2016, with Amendments through April 3, 2017 otoi REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION r vi . 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 kpff.com FILfl September 7, 2017 Bradley A. Martin, P.E., S.E. Subject: Boeing Oxbow Bridge Repair Dear Mr. Martin: REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION We have reviewed the.Structural Engineering Correction Notice #262017.055/00101 dated August 3, 2017. Please refer to drawings and supplemental calculations dated September 6, 2017 for corrections referenced in our responses. Please see our responses to comments below. PERMIT COMMENT RESPONSES Geotechnical 1. We agree with the summary. See S1.1 for special inspection requirements. 2. The geotechnical engineer has compiled a supplemental report with the requested information. Structural General 1. We agree with the summary. These items are included on SI.1 and S1.2. 2. We agree with the statement. These requirements are covered in the WSDOT Standard Specifications 6-02.3(25) and 6-02.3(28). 3. We agree with the statement. a. We agree with the statement. These requirements are covered in the table on S1.1 and in the WSDOT Standard Specifications 6-02.3(5). b. We agree with the statement. This requirement is covered in the table on S1.1. 4. We have removed all deferred submittals except for the micropiles. The other components have been engineered by KPFF (precast panels, elastomeric bearing assemblies) or are a pre-engineered product (strip seal). The mix designs will be approved by us, but are already specified in the WSDOT Standard Specifications. 5. Due to the ACI requirement, the concrete strength has been increased to a minimum of 5000 psi for all elements (see SO). 6. The structure has been designed to an HS -20 loading. a. Because the adjacent existing structure is designed for HS -20 loading, the decision was made to design the abutment to the same loads as the rest of the -existing bridge design. The bridge has been recently load rated and was not r Boeing Oxbow Bridge Repair 9/7/17 Page 2 deemed to need posting. However, the existing structure is posted to an HS -20 and this sign will be left in place. b. An impact load factor is included in all pertinent calculations. A note has been added to S0. 7. The approach slab, deck panels, and cap beam were designed for HS -20 including the impact factor. However, for the cap beam design, the impact loading was not explicit so the load factors were added to the calculations to make this clear. The micropile elements are part of the substructure and typically do not include the impact factor in the design (see AASHTO 3.6.2). However, since not 100% buried, the calculations have been updated to include this factor and the design is satisfactory. 8. Typical blockouts are shown on S8. The detail has been added to sheet S9. Foundation 9. The pile "E" design and detailing has been added to S4 and S5. The minimum capacity is greater than or equal to the existing design capacity of 20 tons. Calculations for the pile to existing connection have been added. 10. Pie replacementwill occur following span 1 removal. This weight reduction allows shoring to not be necessary. Calculations have been added to show this effect. 11. The main sheet and micropile layout was chosen to avoid traffic surcharges as much as possible. Vertical surcharges on the sheet piles are avoided by gaps and compressible materials. It is assumed that all traffic load is carried by the micropiles. If some vertical load is inadvertently transferred to the sheet piles, they may settle slightly which is okay. Lateral traffic surcharges are present on the sidewalls and a sketch of location and calculations have been added. 12. See comment 11. -- Vertical 13. The beams will be temporarily removed and reinstalled without modifications. 14. a. No modifications will take place so no new details will be required. The beams s will be reinstalled using the existing connections and no new design is completed. b. The existing span 1 is being rehabilitated (new deck panels due to probable damage during removal) and is not redesigned. The beams were recently load rated and shown to be sufficient. Since the loading hasn't changed from the original design, additional calculations have not been provided. 15. The span is being temporarily removed and replaced. The elements that cannot be reused due to expected damage during removal (deck panels and barriers) are designed for the loads of the existing bridge design. No additional weight is added to the bridge and therefore the superstructure design remains unchanged from the existing. The dimensions have been clarified on S8. 16. These details have been clarified in the drawings on S8. Boeing Oxbow Bridge Repair 9/7/17 Page 3 Lateral 17. The transverse lateral load is assumed to be entirely taken out by the sheet pile wall. The wall will act as a shear wall and will be tied together by the steel cap plate. Calculations have been added to demonstrate lateral capacity of the soil and deflection compatibility of the micropiles. If there are any further comments or questions, please feel free to call me at (206) 926-0528 or email andrew.gastineau@kpff.com. Sincerely, 6104,/ Andrew J. Gastineau, Ph.D., P.E. Project Engineer Enclosures [Revised Permit Drawings] [Supplemental Permit Calculations] [Supplemental Geotechnical Report] S&EE FILE GEOTECHNICAL REPORT SOUTH OXBOW BRIDGE REPAIR BOEING DEVELOPMENTAL C C EINE S&EE JOB NO. 1703 JUNE 22, 2017 JUL 1 4 2017 .@•2002:05a0roi REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER S&EE 1 SOIL & ENVIRONMENTAL ENGINEERS, INC. 16625 Redmond Way, Suite M 124, Redmond, Washington 98052, www.SoilEnvironmental.com (425) 868-5868 Ms. Emily George, PSE, PE Kpff 1601 5th Ave, Suite 1600 Seattle, WA 98101 Dear Emily, We are pleased to authorized by you, 13, 2017. We appr the contents of this 1703rpt June 22, 2017 Geotechnical Report South Oxbow Bridge Repair Boeing Developmental Center Tukwila, WA present here our Geotechnical Report for the referenced project. Our services were and have been performed in accordance with our proposals dated January 31 and March eciate the opportunity to provide our services. Should you have any questions regarding report or require additional information, please let me know anytime. Very truly yours, SOIL & ENVIRONMENTAL ENGINEERS, INC. C. J. Shin, Ph.D., P.E. President ;S&EE fi TABLE OF CONTENTS n Section Page 1.0 INTRODUCTION 1 2.0 SCOPE OF WORK 2 3.0 SITE CONDITIONS 2 n 3.1 SURFACE CONDITIONS 2 L; 3.2 SUBSURFACE CONDITIONS 3 3.3 GROUNDWATER CONDITIONS 4 r 4.0 LABORATORY TESTING 4 5.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS 5 5.1 GENERAL 5 5.2 MICROPILE 5 5.2.1 Micropile Design 5 5.5.2 Verification Test 6 5.3 LATERAL PRESSURE ON SHEET PILE WALLS 7 5.4 SUBGRADE PREPARATION AND BACKFILL WITHIN SHEET PILE WALLS 7 5.5 DRAINAGE 8 5.6 FOUNDATION SUPPORT AT EAST SIDE OF APPROACH 8 5.7 ARMORED SLOPE 8 5.8 STRUCTURAL FILL 9 5.9 SEISMIC HAZARDS 9 5.10 ADDITIONAL SERVICES 10 n n 6.0 CLOSURE 11 FIGURE 1: SITE LOCATION MAP FIGURE 2: SITE & EXPLORATION PLAN FIGURE 3: GENERALIZED SOIL PROFILE FIGURE 4: LIQUEFACTION PROFILE APPENDIX A: FIELD EXPLORATION AND LOGS OF BORINGS APPENDIX B: LABORATORY TESTS APPENDIX C: LATERAL PRESSURES ON SHEETPILE WALLS 1703rpt S& EE J REPORT OF GEOTECHNICAL INVESTIGATION SOUTH OXBOW BRIDGE REPAIR For The Boeing Company 1.0 INTRODUCTION The existing South Oxbow Bridge was constructed in 1957 with rehabilitation and repairs occurring in 1975 and 1995. This two -Lane bridge is approximately 300 -ft -long by 35 -ft -wide with thirteenapproach spans of varying lengths and one single: 92 -ft -long main span. The bridge span is supported by a 7 substructureconsisting of approximately 91 timber piles. The bridge location is shown is Figure 1 which ._I is included at the end of this report. The bridge is also supported by the east and west abutments on either end of the bridge. The east abutment consists of a concrete pile cap and (13) 124n -diameter timber piles. Directly landward of the �1 timber piles is a timber abutment wall that retains the fill below the east approach slab. The timber piles and timber abutment extend north and south beyond the width of the bridge span to retain soil under the approach. Based on a recent bridge inspection and structural analysis, the east abutment does not have the structural capacity to handle vehicular and non -vehicular loads. With this risk of failure, the east abutment requires immediate repairs. J n J The. project consists of permanent emergency repairs to the east abutment that will allow Boeing to reopen the bridge to vehicle and pedestrian traffic. These repairs include: temporary relocation of the PSE gas line and CenturyLink utility line (under separate projects), temporary removal of bridge span 1 that extends 17 -ft from the existing timber abutment, installation of a sheet pile walls immediately waterward of the existing timber piles and timber abutment, sheet pile walls will also be installed landwardof the existing timber abutment parallel to the east approach, removal of existing rotted timber piles/wall, installation of (2) temporary 24 -in -diameter steelpipe piles and temporary platform on the piles for placing equipment, installation of (8) vertical micropiles to replace the existing timber piles, installation of (6) new battered micropiles landward of the vertical micropiles, installation of a new cast -in-place concrete cap beam, replacement of the 17 -ft of bridge that was temporarily removed (in kind), installation of a sheet pile wall approximately 14 -ft east of the existing timber abutment, placementof free draining fill material between the new sheet piles, construction a new east approach slab and east supporting footing, and .removal of the (2) temporary steel pipe piles and temporary platform. 1703rpt ai & EE n fl 1 �1 2.0 SCOPE OF WORK The purpose of our investigation is to provide geotechnical parameters and recommendations for design and construction. Specifically, the scope of our services includes the following: 1. Review of available geotechnical data. 2. Exploration of the subsurface conditions at the project site by the drilling of one soil test boring and installation of two groundwater monitoring piezometers. 3. Laboratory testing of representative soil samples. 4. Performance of liquefaction evaluations. 5. Recommendations regarding foundation support for the east abutment. 6. Recommendations regarding the lateral soil pressures on sheetpile walls. 7. Recommendation regarding passive soil pressure for the resistance of lateral loads. 8. Recommendation regarding earthwork and structural fill materials. 9. Meetings and communications. 10. Preparation of a geotechnical report containing a site plan, a description of subsurface conditions, and our findings and recommendations. 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The east side of South Oxbow bridge is connected to South 102nd Street. The surface grade at the east side of the bridge is relatively flat. The river bank near the east abutment is about 1.5H:1 V to 21-1:1V and is covered with riprap. At the time of this report, no sign of bank instability was observed. The existing east approach slab is 24 feet in length extending from the east end of the bridge deck. The asphalt pavement near the east side of the approach slab has cracks and shows signs of ground settlement. There 1703rpt 2 S&EE n n j n is an. existing 4 -in -diameter PSE gas line along the south side of the bridge, as well as CenturyLink conduits. 3.2 SUBSURFACE CONDITIONS From February 10 to 13, 2017, we explored the subsurface conditions at the site by the drilling of one soil test boring, B-1. The location of this boring is shown on Figures 2, and the boring logs are included in Appendix A. A generalized soil profile at the site is shown in Figure 3. The boring shows that the pavement consists of 3 -layer, totaling 7 inches thick asphalt over 8 inches thick crushed rock base. Below the pavement, the subsoils, from top to bottom, include the following strata: 1. Fill and probable fill: This layer is 12.5 feet in thicknesses and consists of very loose to medium dense sand and silty sand. 2. Alluvium: This includes 3 sub -layers. The uppermost layer is a very soft silt and silty clay. This sub -layer is 5 feet in thickness and is compressible. The middle sub -layer is a medium dense, brownish gray and black fine sand. This sub -layer is 32.5 feet in thickness. The bottommost sub - layer is a very soft and very loose silt, silty clay and silty sand. This sub -layer is 40 feet in thickness. 3 Younger marine deposits: The soils in this layer include trace amount of shell fragment. This layer has 2 sub -layers. The upper sub -layer is 33 feet in thickness and consists of dense to very dense, sand and gravel. The lower sub -layer is 37 feet in thickness and consists of medium dense to dense, silty sand. 4. Older marine deposits: The soils in this layer have more shell fragments than the younger marine deposits. This layer is 40 feet in thickness, and consists of soft to medium stiff silt and silty clay. The boring ended at a depth of 201.5 feet. At the bottom of the older marine deposit, the boring encountered a medium dense silty sand. This soil does not have shell fragments and appears to be the top of glacial soils. ] 703rpt 3 S&EE a 0 0 0 0 0 0 0 0 9 a 0 0 0 0 a 0 D a 3.3 GROUNDWATER CONDITIONS Two vibrating wire piezometers were installed in the borehole of Boring B-1. One of these piezometers was installed at a depth of 39.5 feet and the other at 96.5 feet, below the ground surface (bgs). S$cEE's staff monitored the depths of groundwater from February 15 to February 24. The measurements are tabulated below. Measurement of Groundwater Depth (feet, bgs) Piezometer Depth February 15 February 16 February 17 February 24 39.5 17.1 15.3 13.8 13.4 96.5 10.8 10.7 10.3 9.4 Head Difference 6.3 4.6 3.5 4.0 4.0 LABORATORY TESTING Soil samples were selected and transported to our sub -contracted laboratory, Material Testing & Consulting, Inc., for testing. The tests include fines content, gradation, moisture content, and index (liquid limit, plastic limit and plasticity index) determinations. Test reports are included in Appendix B. 1703rpt . 4 S&EE n 7 5.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS 5.1 GENERAL 1. The proposed repair requires the support of east bulkhead and the west end of the approach deck on piles. Two types of piles were considered - driven pipe pile and micropile. The latter was chosen as it can be installed without vibration and thus no disturbance to the existing structure. Our evaluation shows that the subsoils above the depth of 90 feet are liquefiable under moderate to strong earthquakes. We thus recommend that the bond zone of the micropiles be extended into the dense to very dense marine deposits below the liquefaction zone. Our groundwater measurements indicate that the bond zone has a slight artesian head, on the order of about 4.5 feet. We believe that this slight upward pressure will not impede the formation of the bond. 3. New sheetpile walls will be installed to replace the deteriorated wood bulkhead and wing walls. To reduce the lateral pressure on the new walls, the existing soil within the enclosure will be excavated and the soils replaced with free -draining ballast rock. The excavation subgrade will be wet, soft and loose. As such, stabilization using geotextile is recommended. 4. Two types of foundations, pile or spread footing, were considered for the support of the approach deck at the east side. Our evaluations show that a spread footing may settle about one inch due the consolidation of the soft silt at depths of 12.5 to 17.5 feet. The project team feels that this settlement is acceptable and the owner understands that future patching would be required. 5.2 MICROPILE 5.2.1 MICROPILE DESIGN Due to the recent advancement in micropile construction, we believe that the system is best to be designed by an experienced contractor. The contractor should review the soil conditions provided in this memo, and design and install the pile to meet the design load requirements. The piling contractor should have at least 3 years experience in micropile design. Also, the contractor's site superintendent should have at least 3 years experience and the drilling operator should have at least 2 years experience in micropile installation. We recommend that the micropile be designed to meet the following geotechnical requirements. 1703rpt 5 SRI:'! • t-. n n fl n n n L n 1) Bond zone and pile sizes: Most of the liquefaction is expected to occur in the weak soils above the depth of 90 feet below ground surface. As such, the pile's bond zone should be installed below the depth of 90 feet (or below elevation -72 feet). We anticipate a minimum bond length of 20 feet. To reduce downdrag on piles and for resistance to buckling, permanent steel casing should be installed from the bottom of pile cap to the depth of 90 feet (top of bond zone). The pile should also have the following minimum sizes: Casing = 9-5/8.inches O.D., 0.472 inch wall thickness Center Bar = Grade 60 (ksi), #14, full length. 2) Pile capacity: We recommend that the pile be designed to have allowable compression and tension capacities of 120 kips per pile, and a minimum factor of safety of 2.5 under steady state condition. That is, the ultimate pile capacity should be at least 2.5DL = 300 kips. Our evaluation shows that this ultimate capacity represents a factor of safety of about 1.7 for piles at liquefaction condition. Based on our experience with similar soil conditions, we believe that post grouting will be necessary to achieve the design load. 3) Design review: The contractor shall submit a complete pile design and installation plan. These design and plan should be reviewed and approved by the project design team for conformance with the structural and geotechnical requirements. The submittal should include the pile and bond lengths, size, assumed bond strength in the bond zone and the procedures and equipment to be used for the installation. 4) Pile settlement: Our evaluations show a maximum pile settlement of 1/2 inch under a 120 kips working load. 5.5.2 VERIFICATION TEST We recommend one verification micropile be installed and tested prior to the installation of production piles. The installation method of the verification pile should be the same as the production piles. The test location should be determined by S&EE prior to installation. We recommend the pile be tension - loaded to 2.5 times the design load, that is, 2.5DL = 300 kips. The test load should be applied incrementally at 25%DL. The 125% DL = 150 kips load should be held for at least 10 minutes for creep evaluation. Note that a center bar larger than #14 will be required for the maximum test load. The contractor should provide ways and means for accurate recording of loads and corresponding 1703rpt 6 S&EE n L n j j n n deformations. Prior to testing, the contractor should provide S&EE with the calibration of the load jack. The latter should be calibrated within the last two years. If dial indicators are used, at least two should be mounted across the loading head, and both should have a resolution of 0.001 inch. The load tests should be considered successful provided that the following conditions are met. 1) No pull-out failure. 2) The creep rate at the end of the 125%DL is not greater than 0.04 in/log cycle time from 1 to 10 minutes or 0.08 in/log cycle time from 6 to 60 minutes. 3) Total deformation in the embedded portion of the pile is less than one inch at 100% DL. 5.3 LATERAL PRESSURE ON SHEET PILE WALLS Sheet pile walls are proposed for the bulkhead, wing walls, and for the stability of the approach deck. We have evaluated the lateral pressures on the walls and the results are presented in Appendix C. The following 7 load cases were evaluated. Case 1: Highest combined active and hydrostatic pressure on offshore wall Case 2: Lowest active and passive soil pressure on offshore wall Case 3: Highest combined active and hydrostatic pressure on onshore wall Case 3-1: Highest active and lowest passive pressures, unbalanced hydrostatic pressure on onshore wall Case 4: Lowest active and passive pressures on onshore wall Case 5: At -rest soil pressures on west end of east -west running sheetpile walls Case 6: At -rest soil pressures on east end of east -west running sheetpile walls 5.4 SUBGRADE PREPARATION AND BACKFILL WITHIN SHEET PILE WALLS The existing soils within the sheet pile walls enclosure will be excavated and replaced with free -draining rock. We recommend that this rock be 2 -inch ballast. Wet, loose and soft soils are anticipated at the bottom of the excavation. As the subgrade soils are susceptible to strength loss due to disturbance, the excavation should be performed with a flat -end bucket. In order to create a stable work base, we recommend that the subgrade be stabilized by a non -woven geotextile having a minimum 200 pounds grab tensile strength. The fabric should be placed flat with 12 inches overlap. The ballast/drainage rock should be placed in 10 -inch -thick lifts. Each lift should be compacted to a firm 1703rpt 7 S&EE a non -yielding conditions using a vibratory plate compactor that weighs at least 1,000 pounds. 5.5 DRAINAGE To avoid hydrostatic pressure build-up behind the sheet piles, weep holes should be installed near the base of the river -front sheetpile walls. These holes should be one inch in diameter and spaced at 4 feet on center both horizontally and vertically to the high water mark. To further facilitate drainage, we recommend that a perforated drainpipe be installed along the base of the walls. The drainpipe should be 4 -inch diameter, schedule 80 PVC pipe. 5.6 FOUNDATION SUPPORT AT EAST SIDE OF APPROACH The new approach deck will be supported on the newly installed pile foundations at the west side. For the support at the east side, two types of foundations were considered, pile or spread footing. Our evaluations show that the footing may settle about one inch due the consolidation of the soft silt at depths of 12.5 to 17.5 feet. The project team feels that this settlement is acceptable and the owner understands that future patching would be required. We thus recommend that the footing be designed with an allowable bearing pressure of 2,000 pounds per square feet (psi). This value includes a safety factor of at least 2.5. To prevent frost heave, the bottom of footing should be at least 18 inches below grade. The footing subgrade should be inspected by an inspector from our office before the placement of rebar and concrete. Our inspector may recommend subgrade preparations that may include over -excavation and backfill with structural fill. 5.7 ARMORED SLOPE A 2H: 1 V armored slope is to the built behind (to the east of) the landward sheetpile wall. To minimize erosion the slope should be built with 4 -foot -wide benches and 2 -foot -height steps. A non -woven geotextile having a minimum 200 pounds grab tensile strength should be installed over the benched subgrade. Then, 4 to 6 -inch size quarry spalls should be placed until a smooth 2H:1 V slope face is achieved. 1703rpt 8 .S'&EF` n n 7 j n J 5.8 STRUCTURAL FILL Structural fill materials should meet both the material and compaction requirements presented below. Material Requirements: Structural fill should be free of organic and frozen material and should consist of hard durable particles, such as sand, gravel, or quarry -processed stone. The onsite soils above the depth of 3 feet are suitable on a select basis. The soils below are not suitable. Suitable imported structural fill materials include silty sand, sand, mixture of sand and gravel (pit run), recycled concrete, and crushed rock. All structural fill materials should be approved by a site inspector from our office prior to use. Placement and Compaction Requirements: Structural fill should be placed in loose horizontal lifts not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction equipment, and number of passes made by the equipment. Structural fill should be compacted to a firm and non -yielding condition or at least 95% of the maximum dry density as determined using the ASTM D-1557 test procedures. 5.9 SEISMIC HAZARDS Liquefaction and lateral spread are the primary geotechnical seismic hazards at the site. These are conditions when vibration or shaking of the ground results in the excess pore pressures in saturated soils and subsequent loss of strength. Liquefaction can result in ground settlement or heaving. Lateral spread can result in riverbank failure. In general, soils that are susceptible to liquefaction include saturated, loose to medium dense sands and soft to medium stiff, low -plasticity silt. The evaluation of liquefaction potential is complex and is dependent on many parameters including soil's grain size, density, and ground shake intensity, i.e., Peak Ground Acceleration (PGA). We have performed liquefaction analyses for the project site using a computer program, Lique-Pro. A PGA value of 0.46 per 2009 AASHTO was used in the analyses. Figure 4 shows the liquefaction profile. It is our belief that liquefaction and lateral spread during and after strong earthquakes may severely damage the bridge and render it unusable. However, stabilizing the bridge and riverbanks are beyond the scope of this project. 1703rpt 9 S&:E 1 n i 5.10 ADDITIONAL SERVICES We recommend the following additional services during the construction of the project: 1. Review design plans to confirm that our geotechnical recommendations are properly implemented in the design. 2. Review contractor's submittals. 3. Response to contractor's RFI. 4. Construction monitoring services. The tasks of our monitoring service will include the followings: 4.1 Monitoring the installation of sheetpile walls. 4.2 Monitoring the installation of micropiles. Our representative will evaluate the capacity of each pile and provide recommendations as needed. 4.3 Monitoring the pile load tests (verification test). 4.4 Monitoring the placement and compaction of drainage and structural fill. Our representative will confirm the suitability of the fill materials, perform field density tests, and assist the contractor in meeting the compaction requirements. 4.5 Monitoring subgrade preparation and stabilization prior to placement of drainage rock. ' 4.6 Observation of footing subgrade and recommendation regarding stabilization, if needed. i. Preparation and distribution of field reports. 6. Other geotechnical issues deemed necessary. 1703rpt 10 S&EE 6.0 CLOSURE The recommendations presented in this report are provided for design purposes and are based on soil conditions disclosed by the available geotechnical boring data. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the development plan is consistent with the description provided in this report. If the development plan is changed or subsurface conditions different from those disclosed by the exploration are observed during construction, we should be advised at once so that we can review these conditions, and if necessary, reconsider our design recommendations. n n j n n n 1703ipt n 11 S&EE Washington — Developmental Center 9725 East Marginal Way South, Seattle, WA 98108 Issacson Property 14-02 0714-03 t 14 1 14-14 14-01 14-1 Ei 014-13 14 2r_- 2 9, Thompson Site From Downtown Seattle Kenworth rp Rhone P ulenc From Plant 2 and South Park EXIT 158 EXIT 157 From Renton Employee gates Vendor truck gates ---- Fence lines --- Trail Boeing property n General parking n Restricted parking ® Bus stop Revised 7-08 From 99 Seattle Tacoma International Airpw rt 2 S1�jN4 S 124TH ST 35TH S 128TH ST i I 1 From Ken` and Auburn From 1-5 Figure 1 Site Location Map Copyright 20080 The Boeing Company. All rights reserved. D b f % b1 iil I l2(I Iii g u; 1 0, _._,____--"l'i g j I'.1.1314.1.401 •s I 11 I 1 1 HMV', Voa a311MW Fir" = 1 , � iit 1 ' • q. , AIIVNIWll3dd %09 / / BOEING S OXBOW BRIDGE INSPECTION Figure 2 - Site & Boring Location Plan 2 W HSIWVMI10 1 2 W ls...PD EPuUdove mem fie) goon' \ waczuw-cwt io An ava OOmm x.ww Very soft silt and clay (12.5' to 17.5') 17 / Sand and silty sand (very loose to medium dense) 7 — 20 -3 Sand (medium dense) (LIQUEFACTION ZONE) —40 — -23 — 60 — -43 I - Silt and clay (very soft) (LIQUEFACTION ZONE) W U. —80 — -63 Z +ill 1- —100 —!-83> 2 d Sand and gravel with shell fragment (dense to very dense)(marine deposit) J Ill W 0_1— I 1;-103 5 —140 (silty fragment dense to dense)(marine deposit) —it -123 sand with shell (medium , 1 { 160 --143 1 1 -180 Silt and clay (soft to medium stiff) . -163 If 1 --183 —200 Silty sand with gravel (medium dense) S&EE 1703 South Oxbow Bridge Figure 3 (No Horizontal Scale) Generalized Soil Profile 0 0 0 0 0 0 0 0 0 0 0 0 0 _8 —120 a _ 0 r�-140 0 0 0 LIQUEFACTION ANALYSIS South Oxbow Bridge Repair Hole No.=B-1 Water Depth=10 ft Shear Stress Ratio (f00 0 — 20 — 40 — 60 — 80 — 100 Factor of Safety Settlement 2 0 1 5 0 (in.) 50 fs1 #1.00 CRR — CSR fs1— Shaded Zone has Liquefaction Potential 1111111 111111111 S = 29.29 in. Saturated -- Unsaturat. — Magnitude=7.5 Acceleration=0.46g Soil Description Raw Unit Fines SPT Weight % Silty sand and sand Silt and clay Sand Silt and Clay Silty sand Sand and gravel i Silty sand 4 115 5 6 120 25 1 100 100 17 125 5 14 125 5 27 130 5 20 125 5 16 125 5 24 128 5 1 100 100 1 100 100 1 100 100 1 100 100 1 100 100 1 100 100 1 100 100 1 115 35 55 135 5 47 135 5 60 140 5 60 140 5 47 138 5 47 138 5 43 135 NoLq 11 125 NoLq 11 125 NoLq CivilTech Corporation S&EE Job No. 1703 Figure 4 -1 r-, APPENDIX A FIELD EXPLORATION AND LOG OF BORING The subsurface conditions at the project site were explored with the drilling of one soil test borings, B-1 from February 10 to 13, 2017. The locations of this boring is shown on Figures 2, and the boring logs are included in this appendix. The test borings were advanced using mud -rotary technique. A representative from S&EE was present throughout the exploration to observe the drilling operations, log subsurface soil conditions, obtain soil samples, and to prepare descriptive geologic logs of the exploration. Soil samples were taken at 2.5-,5.0-, and 10 -foot intervals in general accordance with ASTM D-1586, "Standard Method for Penetration Test and Split -Barrel Sampling of Soils" (1.4" I.D. sampler). The penetration test involves driving the samplers 18 inches into the ground at the bottom of the borehole with a 140 pounds hammer dropping 30 inches. The numbers of blows needed for the samplers to penetrate each 6 inches are recorded and are presented on the boring logs. The sum of the number of blows required for the second and third 6 inches of penetration is termed "standard penetration resistance" or the "N -value". In cases where 50 blows are insufficient to advance it through a 6 inches interval the penetration after 50 blows is recorded. The blow count provides an indication of the density of the subsoil, and it is used in many empirical geotechnical engineering formulae. The following table provides a general correlation of blow count with density and consistency. DENSITY (GRANULAR SOILS) N -value < 4 5-10 11-30 31-50 >50 very loose loose medium dense dense very dense CONSISTENCY (FINE-GRAINED SOILS) N -value < 2 3-4 5-8 9-15 16-30 >30 very soft soft medium stiff stiff very stiff hard After drilling, the test borings were backfilled with bentonite chips. Two vibrating wire piezometers were installed in the borehole. One of these piezometers was installed at a depth of 39.5 feet and the other at 96.5 feet, below the ground surface (bgs). A flush -mount monument was installed at the ground surface. A chart showing the Unified Soil Classification System is included at the end of this appendix. 1703rpt ,y &L F .-J fl n n _10 { Q. es Content (%) 0 -- 5 5 10 15 20 U C s 0 m USCS Symbols Surface condition: Asphalt Pavement BORING B-1 Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A -1b) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A -la S&EE Job No. 1703 South Oxbow Bridge 8 2 3 2 18 S 18 10 j�II \ / /� !'" I 1 '" SM Sp 7 inches asphalt (3 layers) over 8 inches crushed rock base Dark brown silty sand with gravel (medium dense)(fill) Brown fine sand (loose)(probable fill) 2 18 2 2 \/ 2 / \ ,.. ,: 3 18 , 2 12 I:/ 1 2 2 3 18r 10 , / I sM Brown silty fine sand (loose)(probable fill) 3 y Ii M \0 0 181 18 `0/ ML/ Light brown silt and silty clay (very soft) 1 CL 0 18 0 18 0 6 18 l� SP Brownish gray fine sand, trace silt (medium dense) 8 12 \ / 10 \ Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A -1b) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A -la S&EE Job No. 1703 South Oxbow Bridge m 20- 25 30 35 40 c co co cccYs a 0 E Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: BORING B-1 (Continued) Brownish gray fine sand, trace silt (medium dense) Black fine sand, trace silt, thin silt lenses (medium dense) - decomposed wood at 25 feet (Boring log continued on Figure A -1c) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-1 b S&EE Job No. 1703 fl South Oxbow Bridge n n • 40- 45 50 55 60 o. m E a USCS Symbols BORING B-1 (Continued) Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A -1d) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A -lc S&EE Job No. 1703 South Oxbow Bridge 8 8 14 , .,<a SP Black fine sand, trace silt (medium dense) 8 18 •.• 12 14 \ ' 12 3 o ;18 �\ i1 Mi_ Dark gray silt (very soft) 0 l /'', 18 0 18 l\ 0 /j\ Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A -1d) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A -lc S&EE Job No. 1703 South Oxbow Bridge n n R,'. ;1 w aa)) C ami' c a) e �U es c: cb t V a) a co N Q a) CI c � 0a) 0 o U. c i'n 60- 65 70 75 80 USCS Symbols BORING B-1 (Continued) 0 18 ML Dark gray silt (very soft) o �X 0 0 0 0 0 0 0 0 0 18 18 18 18 18 18 Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: CL/ ML Light gray silty clay and silt (very soft) (Boring log continued on Figure A -le) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-ld S&EE Job No.1703 South Oxbow Bridge n L n n 7 7 a 80 85 90 95 ioo_ 0 USCS Symbols BORING B-1 (Continued) 0 0 0 0 0 18 1e 18 18 27 18 24 2 24 20 18 30 6 25 22 23 24 18 12 Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: Dark gray silt and silty clay (very soft) Dark gray silty fine sand (very loose) Grayish green fine to medium sand and fine to medium gravel trace shell fragments (dense to very dense) (3" sampler, blow counts adjusted to SPT N value) (Boring log continued on Figure A -1f) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-1 e S&EE Job No. 1703 South Oxbow Bridge ri Li Li u n fl N 100- 105 110 11 a) 120_ 1 O m a) BORING B-1 (Continued) CD Sample Depth ' 17 3 e / """ •• SP/ GP Grayish green fine to medium sand and fine to medium gravel trace shell fragments (very dense) - driller report loosing drill mud at 100 feet - driller report less gravel below 107 feet ss: ; 16 ! 18 � sP Grayish green fine to medium sand, trace coarse sand, trace fine gravel 23 , 10 trace shell fragments, trace silt (dense) / 3 sass$ Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A -1g) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-lf S&EE Job No.1703 South Oxbow Bridge •1 n —, LJ .-s fl r-' 125 130 135 140_ Sample Depth USCS Symbols BORING B-1 (Continued) Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A-1 h) The Boeing Company Mud rotary'advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-1 g S&EE Job No. 1703 South Oxbow Bridge 17 23 20 18 8 \ / SP Grayish green fine sand, trace shell fragments, trace silt (dense) 1 SM Grayish green silty fine sand, trace shell fragments (medium dense) 6 18 6 18 6 A - driller report hard drilling at 132 to 134 feet - driller report hard drilling at 136 to 137 feet - driller report hard drilling at 139 feet Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A-1 h) The Boeing Company Mud rotary'advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-1 g S&EE Job No. 1703 South Oxbow Bridge n L 0 U 8)) Q Li 140 145 150 155 160. ZO m Sample Depth USCS Symbols BORING B-1 (Continued) 12 14 8 7 8 16 18 16 18 18 Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: \�1 /\ SM Grayish green silty fine sand, trace shell fragments (medium dense) - driller report hard drilling at 146 feet - driller report hard drilling at 149 feet - 4 inches brown silt at 150.5 feet (Boring log continued on Figure A-1 i) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-1 h S&EE Job No. 1703 South Oxbow Bridge 7 u n n J n n ▪ U y e w a Ge • 4 u, Li • oZ 160- 165 170 175 180_ m Sample Depth USCS Symbols BORING B-1 (Continued) i 0 18 Mi. Gray silt, trace shell fragments (soft to medium stiff) /\ 0 18 \ - grayish green, more shell fragments at 170 feet z !j V LI Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: (Boring log continued on Figure A -1j) The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-li S&EE Job No. 1703 South Oxbow Bridge fl Lai n Lai �J n ni n w a Q 180 18 19 19 Fines Content 20'_ 8 USCS Symbols BORING B-1 (Continued) ' o 18 0 18 0 4 7 0 8 Client: Drilling Method: Sampling Method: Drilling Date: Drilling Contractor: 18 18 18 CL 1111 1111 Ilii SM Gray silty Clay (soft to medium stiff) - grayish green, more shell fragments at 170 feet Gray silty fine sand, trace fine gravel, silt lens (medium dense) 4 Boring completed at a depth of 201.5 feet on February 13, 2017. Vibrating wire piezometers installed at depths of 39.5 feet and 96.5 feet. Borehole backfill with grout bentonite mix on February 14, 2017. The Boeing Company Mud rotary advanced by truck -mount drill rig SPT sampler driven by 140 -Ib auto hammer February 10-13, 2017 Gregory Drilling Figure A-1 j S&EE Job No.1703 South Oxbow Bridge 0 D 0 0 0 0 0 a D 0 0 0 0 0 0 0 0 a 0 UNIFIED SOIL CLASSIFICATION SY CC w DESCRIPTION MAJOR DIVISIONS GW WELL -GRADED GRAVELS OR GRAVEL -SAND MIXTURES, LITTLE OR NO FINES CLEAN GRAVELS o z a w FINE-GRAINED SOILS COARSE-GRAINED SOILS MORE THAN HALF OF MATERIAL IS MORE THAN HALF OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE LARGER THAN NO. 200 SIEVE SIZE THE NO. 200 U.S. STANDARD SIEVE IS ABOUT THE SMALLEST PARTICLE VISIBLE TO THE NAKED EYE C'P POORLY -GRADED GRAVELS OR GRAVEL -SAND MIXTURES, LITTLE OR NO FINES (LITTLE OR NO FINES) LLQo w z > N W IO a N g w GM SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES GRAVELS WITH FINES _w N 0 ill Mb' GC CLAYEY GRAVELS, GRAVEL -SAND -CLAY MIXTURES (APPRECIABLE AMOUNT OF FINES) Wz s U _1 2 w Z F SW WELL -GRADED SAND OR GRAVELLY SANDS, LITTLE OR NO FINES CLEAN 0 0Z o y `" LL w SP • SM POORLY -GRADED SANDS OR GRAVELLY SANDS•, Q O Z Q LITTLE OR NO FINES ISTrNDS NO FINES) w 0 Z E> 3 N 5 c ui SILTY SANDS, SAND -SILT MIXTURES • SANDS FINES Z <u Fw ¢vi gl w, w gIo"2N s °WITH SC CLAYEY SANDS; SAND -CLAY MIXTURES (APPRECIABLE AMOUNT OF FINES) o' o v) , ML INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS QR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TQ MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS SILTS & CLAYS LIQUID LIMIT LESS THAN 50 OL ORGANIC SILTS AND ORGANIC SILT -CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS SILTS &CLAYS LIQUID LIMIT GREATER THAN 50 OH ORGANIC CLAYS QF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PT PEAT AND OTHER HIGHLY ORGANIC SOILS HIGHLY ORGANIC SOILS S&EE 3 S Non -disturbed D&M Sampler SPT (1.4" ID SAMPLER) SHELBY TUBE SAMPLER DEPTH OF GROUNDWATER DURING EXPLORATION SOIL CLASSIFICATION CHART AND KEY TO EXPLORATION. LOG APPENDIX B LABORATORY TESTING Soil samples were selected and transported to our sub -contracted laboratory, Material Testing & Consulting, Inc., for the testing. The tests include gradation, index (liquid limit, plastic limit and plasticity index) and consolidation tests. Test reports are included in this appendix. 1703rpt S&.F E 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Insnection • Materials Testing • Environmental Consulting Client: Soil & Environmental Engineering Date: March 3, 2017 Project: S&EE 1703 Address: Redmond, WA 98052 Attn: CJ Shin, PE Project #: 17T009-01 Sample #: several As requested MTC, Inc. has performed the following test(s) on the sample referenced above. The, testing was performed in accordance with current applicable AASHTO or ASTM standards as indicated below. The results obtained in our laboratory were as follows below or on the attached pages: If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate - 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia — 360.534.9777 Bellingham — 360.647.6111 Silverdale — 360.698.6787 Tukwila - 206.241.1974 Visit our website: www.mtc-inc.net Test(s) Performed: j Test Results Test(s) Performed: Test Results x Sieve Analysis i See attached Sulfate Soundness Proctor i Bulk Density & Voids Sand Equivalent j WSDOT Degradation i Fracture Count j x Consolidation See attached Moisture Content pH Minimum Resistivi . Or:anic Content x Atterberg Limits See attached I Asphalt Extraction/Gradation i Rice Density If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at the number below. Respectfully Submitted, Harold Benny WABO Supervising Laboratory Technician Corporate - 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia — 360.534.9777 Bellingham — 360.647.6111 Silverdale — 360.698.6787 Tukwila - 206.241.1974 Visit our website: www.mtc-inc.net L_I Li G L_. 0 0 0 0 0 0 9 0 0 0 9 Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspections • Materials Testing • Environmental Consulting ASTM D4318 - Liquid Limit, Plastic Limit and Plasticity Index of Soils Project: S&EE 1703 Project #: 17T009-01 Client: Soil & Environmental Engineeril Source: BH -I at 56.5 ft Sam le 6: T17-0324 Date Received: 16 -Feb -17 Sampled By: Client Date Tested: 28 -Feb -17 Tested By: H Benny Unified Soils Classification System, ASTM 0-2487 o Data Provided Sample Color ray Liquid Limit Determination #1 #2 #3 Weight of Wet Soils + Pan: 11.98 14.23 10.89 Weight of Dry Soils + Pan: 9.12 10.90 8.45 Weight of Pan: 1.44 1.43 Weight of Dry Soils: 7.68 9.47 7.03 Weight of Moisture: 2.86 3.33 2.44 % Moisture: 37.2 % 35.2 % 34.7 % Number of Blows: 15 28 35 #4 5 6 Plastic Limit Determination #1 #2 #3 #4 #5 #6 Weight of Wet Soils + Pan: 7.64 8.94 Weight of Dry Soils + Pan: 6.27 7.26 Weight of Pan: 1.52 1.53 Weight of Dry Soils: 4.75 5.73 Weight of Moisture: 1.37 1.68 % Moisture: 28.8 % 29.3 % iv E n 0. 80.0%- 70.0%• - 60.0 % 50.0%- 40.0%-• 30.0 % 20.0 % 10.0 % Plasticity Chart Liquid Limit @ 25 Blows: Plastic Limit: Plasticity Index, Ip: 35.8 % 29.1 % 6.8 % ne CL or OL ` .................. CL -ML i • 0.0 4 - 0.0 % 10.0 % 20.0 % 30.0 % 40 Copyright Shan F.ngiueering & Technical Services PS, 199698 50.0 % 60.0 % 70.0 % 80.0 % 90.0 % 100.0 % 110.0 % Liquid Limit Alt result, apply only to actual locations and materials tested o mmaafpromaron to lrems, the p ls& oma ourselves, allrepors are AY mnred as the ccanr&nnaf ropeny of clients, and awlmmanon7 p 1,1Kanon osttatements, con l,sians or wads &on or mgarding our reports is reserved pending our written approval. Comments: Reviewed by: Corporate - 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia - 360.534.9777 Bellingham - 360.647.6111 Silverdale - 360.698.6787 Tukwila - 206.241.1974 Visit our website: www.mtc-inc.net J :1J 0 Ls. 0 V C a n C Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspections • Materials Testing • Environmental Consulting ASTM D4318 - Liquid Limit, Plastic Limit and Plasticity Index of Soils Project: S&EE 1703 Project #: 17T009 -0I Client: Soil & Environmental Engineerit Source: BH -I at 70 ft Sample#: T17.0325 Date Received: 16 -Feb -17 Sampled By: Client Date Tested: 28 -Feb -17 Tested By: H Benny Unified Soils Classification System, ASTM D-2487 No Data Provided Sample Color Gray #1 Weight of Wet Soils + Pan: 12.23 13.59 Weight of Dry Soils + Pan: 9.63 10.80 10.23.. Weight or Pan: 1.43 1.43 1.43 Weight of Dry Soils: 8.20 9.37 8.80 Weight of Moisture: 2.60 2.79 2.55 % Moisture: 31.7 % 29.8 % 29.0 % Number of Blows: 16 22 30 Liquid Limit Determination 62 63 12.78 -. #4 #5 66 Plastic Limit Determination 61 62 93 #4 #5 #6 Weight of Wet Soils + Pan: 8.91 7.30 WeightofDrySoils+Pan: 7.53 6.22 Weight of Pan: 1.45 1.51 . . Weight of Dry Soils: 6.08 4.71 Weight of Moisture: 1.38 1.08 V. Moisture: 22.7 % 22.9 % Plasticity Index 80.0 % 70.0 % 60.0 % 50.0 % 40.0 % 30.0 % 20.0 % 10.0 % 0.0 i6 i I 0.0 % 10.0 % 20.0 % Plasticity Chart "If Line...;_ "A.Linee CH or OH CL or MH or OH 30.0 % 40.0 % 50 I t ,.. I -t % 60.0 % 70.0 % 80.0 % 90.0 % 100.0 % 110.0 Liquid Limit 5' Copyright Spears Engineering & Technical Services PS. 1996.98 NI f - 1 - - - - -- 1 -`l, 3f - d T . a Liquid Limit @ 25 Blows: Plastic Limit: Plasticity Index, Ip: 29.7 % 22.8 % 6.9 % 35% 7 30% -- 25%T • 0 20% i I .15% .... 10% 5% - 0% 10 Number of Blows, "N" Liquid Limit 100 ,urs apply only to adux lman= and novena s I¢le . 6s a mutual prokmion to c lents, t e pu is an nurse ves, a reports are su mile as t e ren , ennal properly nr au onrauon to pu canon o statemenm t, nclussons or snags r m or regarding ourreports is reserved pending =written approval. Comments: x,001,, a"a bl Reviewed by: Corporate - 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia - 360.534.9777 Bellingham - 360.647.6111 Silverdale - 360.698.6787 Tukwila - 206.241.1974 Visit our website: www.mtc-inc.net Materials Testing & Consulting, Inco Geotechnical Engineering • Special Inspections • Materials Testing • Environmental Consulting ASTM D4318 - Liquid Limit, Plastic Limit and Plasticity Index of Soils Project: S&EE 1703 Project 9: 17T009-01 Client: Soil & Environmental Engineerii Source: BH -1 at 80 ft Sam r le #: T17-0326 Date Received: 16 -Feb -17 Sampled By: Client Date Tested: 28 -Feb -17 Tested By: H Benny Unified Soils Classification System, ASTM D-2487 No Data Provided Sample Color Gray Liquid Limit Determination 61 62 63 64 a5 it6 Weight of Wet Soils + Pan: 12.36 . 13.27 11.53 Weight of Dry Soils + Pan: 9.31 10.09 : 8.86 Weight of Pan: Weight of Dry Soils: Weight of Moisture: % Moisture: Number of Blows: 1.42 1.44 7.89 8.65 3.05 3.18 38.7 % 36.8 % 18 27 1.44 7.42 2.67 36.0 % 36 Plastic Limit Determination Weight of Wet Soils + Pan: 7.66 7.86 Weight of Dry Soils + Pan: . 6.34 • . 6.52 Weight of Pan: 1.43 1.44 Weight of Dry Soils: 4.91 5.08 Weight of Moisture: 1.32 1.34 % Moisture: 26.9 % 26.4 % 80.0 % 70.0 % 60.0 % 50.0 r?.",40.0% 30.0 % a 20.0% ... _..., ^-.. ..... .. .... .- CL or 10.0% ..... .. .-. . . --o- CL-ML `CL-ML Plasticity Chart aUetine ..:......•... •Aline -CH or OH o.o/ 1......'.1-. t. -.1 0.0 % 10.0 % 20.0 % 30.0 % 40.0 % 50.0 % 60.0% 70.0 % 80.0 % 90.0 % 100.0 % 110.0 % Liquid Limit cnpyri t Spears Engineering & Technical Services PS, 1996-95 rclts apply only to aauai locations andmatmaGlcsted As a mutuarrmlcction to client's, Iftepubhc and oursives, ailrcpans are submitted as the canidcnua(propcny of clients, and authorisation t putnccaoon Of statements, ennclastoas or enoacrs Prom nr regarding our reports is resentd pending our written approval. Liquid Limit @ 25 Blows: Plastic Limit: Plasticity Index, Ip: Liquid Limit 45% Tt ... .. .. .. 40% 1. 35% { - 30% 't 25%}. .. ... .. ... 20% ..... ... ..: .. . 15% 37.4 % 26.6 % 10.8 % Comments: Reviewed by: it XD--" Corporate - 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia - 360.534.9777 Bellingham - 360.647.6111 Silverdale -- 360.698.6787 Tukwila - 206.241.1974 Visit our website: www.mtc-inc.net n n n n n L, nl U I Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Sieve Report Project: S&EE 1703 Date Received: 16 -Feb -17 Project 6: 17T009-01 Sampled By: Client Client: Soil & Environmental Engineering Date Tested: 28 -Feb -17 Source: 811-1 at 95 ft Tested By: H Benny Sample# T17 -03y27 ASTM 9-2487 Unified Soils Classification System GP, Poorly graded Gravel with Sand Sample Color: Gray -.w ."% 41I.».>j,, - - Dls^ 0.141 mor % Gravel =` 63.0% Coeff. nfCurvature, C. 0.68 Specifications D,l0,- 0.285 inns % Sand = 33.4% Coeff. of Unifomlity. Cu = 56.59 No Specs Df15,= 0.373 mm % Silt & C:lay= 3.6% Fineness Modulus = 5.54 Sample Meets Specs 7 N/A Dj1°t= 1.775 run Liquid Limit = n/a Plastic Limit r: n/a D/yof= 10.783 mm Plasticity Index= n/a Moisture %, as sampled= 19.7% D/sgl- 16.136 mm Sand Equivalent = n/a Rcq'd Sand Equivalent -- Dm,= 32.771 mm Fracture %, 1 Face = n/a Req'd Fracture %. 1 Face = Dm,- Dust Ratio ^ 1/5 Fracture %. 2+; Faces = n/a Rc.'d Fracture %, 2+ Faces = . *»&o. "*+ .;z 'a. a,> . < 0,mi, , 'mT ':'.' »,. , •....., `d $.,' 1 P'�,. Actual Cumulative interpolated Cumulative Grain slap Distribution •m L'x x d ti $ Mtn mm :m s.' .8 lo°x.•.-•..•..•.,•.,,<.. !-#�-"�'�.j.�.,y�y�y..r;_t_._. _,T.__.-..__ 1°a.°x Sieve Size Metric Percent Passing Percent Passim Specs Max Specs Min pp% ` l .ISI ...;.... _, ..... . _. __ f_ : T 1 - --i_ - ' -; i +• i -- eoa 12.00" 10.00" 8.00" 6.00" 4.00" 3.00" 2.50" 2.00" 1.75" 1.50" 1.25" 1.00" 3/4" 5/8" I/2" 3/8" 1/4" *4 08 010 016 020 030 #40 #50 #60 #80 0100 *140 *170 #200 Cop -right - 300.00 250.00 200.00 150.00 100.00 75.00 63.00 50.00 45.00 37.50 31.50 25.00 19.00 16.00 12.50 9.50 6.30 4.75 2.36 2.00 1.18 0.850 0.600 0.425 0.300 0.250 0.180 0.150 0.106 0.090 0.075 Spars Fs*narin4 R Talnical 100% 74% 65% 54% 47% 37% 31% 27% 18% 8% 5% 3.6% Seniaes PS 10°690 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 87% 74% 65% 60% 54% 47% 40% 37% 32% 31% 28% 27% 22% 18% I I% 8% 6% 5% 4% 4% 3.6% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 100.0% 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% 0.0% 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% 0.0% 0.0% 80% lox 60%--;. % ,ox os---'---'--................... .bx ,rex 10%-1-- III L:.._ _ I ;Till ..- '-'_,...1 , � ..___ __ _._.. .. _. -:_.. _ ._ ._ _ _.:_. _ '' ' `. --._- _.__ ... a ._-. ..._.. _,. _. _ _ �. I ..n__ n,.,. _._._ _.`-pi." • l� ` - . ._- �. _..__ ?___1Im_.__. - - - -' ......•< _..___ .. i eaox A m0x x xi 10.0+11 °Y 100.000 10=0 1.000 0.100 6o,e ao0i °% P""s'Vat 0,'ml • `a $e -^,-^"". s0 ^+`•..-µ"Specs .^"�si•• 0c All remits apply only to Comments: 1 Ima ora anti materials lined Asa mutualpratnvm to doss. thep,6lx end ourselves. allepmtsert sacra. es ar confiavoal properly ofclit sof autminton for p,Noaum•fuaxmaati walucxms or ands Goma rtptamgan rry"ne urem.d rending our wnaten arprosaL Reviewed by: Corporate - 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional Offices: Olympia - 360.534.9777 Bellingham - 360.647.6111 Silverdale - 360.698.6787 Tukwila - 206.241.1974 Visit our website: www.mtc-inc.net Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Project: S&EE 1703 Project #: 17T009-02 Client: Soil and Environmental Engineerin•; Inc. Source: BH -1 Sample #: 56.5 ft Date Received: February 16, 2017 Sampled By: Client Date Tested: February 28, 2017 Tested By: H Benny End of Increment 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 100 1000 Vertical Strain versus Stress 10000 100000 End of Increment 100 0.0 2.0 4.0 6.0 8.0 10.0 Cv, ft2/day 1000 10000 100000 All results apply onty to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Consolidation testing was performed on a GeoTac, Inc. automated consolidation test system. Preliminary data reduction Is performed by the proprietary software that runs the test. Additional data reduction is performed by MTC personnel using this data. Comments: Reported by: 1 - Corporate Office — 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional offices in Olympia, Bellingham, and Silverdale Visit our website: www.mtc-inc.net n n J n r-, n Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Project: S&EE 1703 Project #: 17T009-02 Date Received: February 16, 2017 Sampled By: Client Client: Soil and Environmental Engineering, Inc. Date Tested: 28 -Feb -17 Source: BH -1 Sample #: 56.5 ft Tested By: H Benny 0.85 0.80 0.75 y 0.70 O > 0.65 0.60 Void Ratio versus Stress End of Increment 0.55 0.50 100 1000 10000 100000 Stress, psf All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Consolidation testing was performed on a GeoTac, Inc. automated consolidation test system. Preliminary data reduction is performed by the proprietary software that runs the test. Additional data reduction is performed by MTC personnel using this data. Comments: Reported by: Corporate Office — 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional offices in Olympia, Bellingham, and Silverdale Visit our website: www.mtc-inc.net 0 0 0 0 0 0 0 0 0 a 0 0 9 0 0 0 Materials Testing & Consulting, Inc. Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting Project: S&EE 1703 Date Received: Project #: 17T009-02 Sampled By: Client: Soil and Envnm iroental En t�neering, Inc. Date Tested: Source: BH -1 Tested By: Sample #: 56.5 ft February 16, 2017 Client February 28, 2017 H Benny Test Summary Load, psf Strain Void Ratio t50, min C,,, ft2/day 250 0.44 0.81 4.84 0.10 500 1.16 0.78 0.25 1.94 1000 2.05 0.77 0.14 3.49 2000 3.47 0.74 0.10 4.86 4000 5.01 0.71 0.07 6.70 8000 7.30 0.66 1.00 0.44 16000 11.44 0.58 1.10 0.37 32000 14.79 ' 0.51 0.04 9.33 8000 1440 0.52 2000 13.85 0.53 -.- 500. 12,82 0.55 Moisture Content, Wet Density, pcf Dry Density, pcf Initial Final 37.3 31.5 113.1 123.1 82.4 ` 93.6 All results apply only to actual locations and materials tested. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Consolidation testing was performed on a GeoTac, Inc. automated consolidation test system. Preliminary data reduction is performed by the proprietary software that runs the test. Additional data reduction is performed by MTC personnel using this data. Comments: Reported by: Corporate Office - 777 Chrysler Drive • Burlington, WA 98233 • Phone (360) 755-1990 • Fax (360) 755-1980 Regional offices in Olympia, Bellingham, and Silverdale Visit our website: www.mtc-inc.net APPENDIX C LATERAL PRESSURES ON SHEETPILE WALLS 1703cpt S&EE 0-1 7 CASE 1 OFFSHORE SHEET PILE WALL HIGHEST COMBINED ACTIVE AND HYDRAULIC PRESSURES Sheet Pile Wall (Offshore) S&EE Job no. 1703 62.4D spl (Hydrostatic) sa2 Passive Soil Pressure: spl = 90(D+5) Active Soil Pressures: sal = 400 sa2 = 400+20(D+5) (NOT -TO -SCALE) 62.4(D+5) (Hydrostatic) Notes: 1. All pressures in pounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line 3. Seismic load = 16H (based on horizontal acceleration = 0.3g) Figure 1 Case 1:Highest Combined Active and Hydrostatic Pressures on Offshore Wall n 1 LJ n n CASE 2 OFFSHORE SHEET PILE WALL LOWEST ACTIVE AND PASSIVE SOIL PRESSURES Sheet Pile Wall (Offshore) V 8'-�f- 9' S&EE Job no. 1703 D spl sal Passive Soil Pressure: Active Soil Pressures: spl = 77D sal = 20(D+9) (NOT -TO -SCALE) • Notes: 1. All pressures in pounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line 3. Coefficient of friction between soil and sheetpile = 0.24. This value includes a safety factor of 1.5 Figure 2 Case 2:Lowest Active and Passive Soil Pressures on Offshore Wall n Lei LJ Li LJ n Lei r 8' 9' S&EE Job no. 1703 CASE 3 ONSHORE SHEET PILE WALL HIGHEST COMBINED ACTIVE AND HYDRAULIC PRESSURES Sheet Pile Wall (Onshore) Sheet Pile Wall (Offshore) 11, sp1 62.4D (Hydrostatic) spl Passive Soil Pressure: spl = 100(D+9) (NOT -TO -SCALE) sa3 62.4(D+9) (Hydrostatic) Active Soil Pressures: sal = 450 sa2 = 255 sa2 = 255+35D Notes: 1. All pressures in pounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line Figure 3 Case 3:Highest Combined Active and Hydrostatic Pressures on Onshore Wall 8' 9' D S&EE Job no. 1703 CASE 3-1 ONSHORE SHEET PILE WALL HIGHEST ACTIVE AND LOWEST PASSIVE PRESSURES WITH UNBALANCED HYDRAULIC PRESSURES (BEFORE INSTALLATION OF DRAINAGE FILL) Sheet Pile Wall (Onshore) Sheet Pile Wall (Offshore) 62.4D (Hydrostatic) SO spl Passive Soil Pressure: spl = 78D (NOT -TO -SCALE) sa2 sal sa3 62.4(D+9) (Hydrostatic) Active Soil Pressures: sal = 450 sa2 = 255 sa2 = 255+35D Notes: 1. All pressures in pounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line Figure 3-1 Case 3-1:Highest Active and Lowest Passive Pressures with UnbalancedHydrostatic Pressures on Onshore Wall S&EE Job no. 1703 CASE 4 ONSHORE SHEET PILE WALL LOWEST ACTIVE AND PASSIVE PRESSURES Sheet Pile Wall (Onshore) Sheet Pile Wall (Offshore) 8' 9' D spl Passive Soil Pressure: spl = 82D (NOT -TO -SCALE) sa3 Active Soil Pressures: sal = 380 sa2 = 240 sa2 = 240+35D Notes: 1. All pressures in pounds per square feet (psf) 2. Passive earth pressure includes a safety factor of 1.5 and have considered sloping mud line 3. Coefficient of friction between soil and sheetpile = 0.24. This value includes a safety factor of 1.5 V Figure 4 Case 4:Lowest Active and Passive Pressures on Onshore Wall n L n n �.J 1 u n LJ n j n 1 LJ r-. CASE 5 AT -REST SOIL PRESSURES ON WEST END OF EAST -WEST RUNNING SHEETPILE WALLS Sheet Pile Wall TC 8' (Drainage Fill) S&EE Job no. 1703 At -Rest Soil Pressure: Po = 18(D+9) Kot At -Rest Soil Pressure: Ko1 = 17D (at west end of coffer cell) (NOT -TO -SCALE) Notes: 1.. Only one set of at -rest pressures shown 2. All pressures in pounds per square feet (psf) 3. At -Rest earth pressure includes a safety factor of 1.5 4. Coefficient of friction between soil and sheetpile = 0.24. This value includes a safety factor of 1.5 Figure 5 Case 5: At -Rest Soil Pressures on West End of East-West Running Sheetpile Walls n n j Li n J CASE 6 AT -REST SOIL PRESSURES ON EAST END OF EAST -WEST RUNNING SHEETPILE WALLS V S&EE Job no. 1703 Sheet Pile Wall O 9' D (Drainage Fill) —( At -Rest Soil Pressure: Po = 18(D+9) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Ko1 At -Rest Soil Pressure: Ko1 = 25(D+9+8) (at east end of coffer cell) (NOT -TO -SCALE) Notes: 1. Only one set of at -rest pressures shown 2. All pressures in pounds per square feet (psf) 3. At -Rest earth pressure includes a safety factor of 1.5 4. Coefficient of friction between soil and sheetpile = 0.24. This value includes a safety factor of 1.5 Figure 6 Case 6: At -Rest Soil Pressures on East End of East-West Running Sheetpile Walls PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0181 DATE: 09/29/17 PROJECT NAME: BOEING - OXBOW BRIDGE REPAIR SITE ADDRESS: 9725 E MARGINAL WAY S Original Plan Submittal Revision # ibefore Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: ,I1A/c ' Building Division \•15 Pi,b Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator Ig PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/03/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/31/17 Approved Corrections Required ❑ Approved with Conditions ❑ ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: 'Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 9ERMIT COORD COPY•. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0181 DATE: 07/07/17 PROJECT NAME: BOEING - OXBOW BRIDGE REPAIR SITE ADDRESS: 9725 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 3 (ow12 -1111-1-7 Building Division t. Pu lic 11 2; PRELIMINARY REVIEW: Df We - Fire Prevention Structural Cps. Aid Planning Division Permit Coordinator DATE: 07/11/17 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: 16111111 APPROVALS OR CORRECTIONS: DUE DATE: 08/08/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center. Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bld Fire D Ping ❑ PW Staff Initials: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date:( " ,: 1° ?-0�� D17-0181 Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # _1_ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: BOEING - OXBOW BRIDGE REPAIR Project Address: 9725 E MARGINAL WAY S Contact Person: Phone Number: Summary of Revision: (r) Pleffd ke6 )iEir (A !'1 RECEIVED CITY OF TUKWILA SEP 2 9 2017 PERMIT. CENTER popijc I 5 (2) 10016D INTO 4 -U i e AcPT k C - ec taz -O'? HYDE , ; ; 6 Naar iiPPRo(I - 600/ r 3 BIS' • .! Pceo r redo r B4-4 S1 DC Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on d'"' - ( 7 C:\Users\Rachelle-R\Desktop\Revision Submittal Form - D16-0305.doc Revised: August 2015 Washington lkpnrimml of FIEF' ona WILDLIFE 0 row' HYDRAULIC PROJECT APPROVAL Issued Date: June 02, 2017 Project End Date: June 01, 2022 Washington Department of Fish & Wildlife PO Box 43234 Olympia, WA 98504-3234 (360) 902-2200 Permit Number: 2017-4-347+01 FPA/Public Notice Number: N/A Application ID: 11156 PERMITTEE Boeing ATTENTION: Mark Garrido Mail Stop 1W-08„ PO Box 3707 Seattle, WA 98124 AUTHORIZED AGENT OR CONTRACTOR KPFF Consulting Engineers ATTENTION: Cassandra Schoenmakers 1601 5th Ave, Ste 1600 Seattle, WA 98101-3665 Project Name: Project Description: CORRECTION LTR#. ( CITY OF TUKWILA SEP 2 9 2017 PERMIT CENTER South Oxbow Bridge Repair Findings of a bridge inspection in November 2016 and subsequent structural analysis of the South Oxbow Bridge concluded the east abutment does not have structural capacity to vehicular and non -vehicular loads and as a result, there is a risk of the east abutment and bridge spans failing. Therefore, the South Oxbow Bridge has been closed to vehicle and pedestrian traffic until the east abutment is repaired. Prior to closure, the bridge was heavily used by Boeing and USPS truck traffic. As a result, the traffic is required to travel on a 1/2 mile detour to bypass the bridge. These repairs will restore the structural load capacity of the east abutment and attendant load capacity of the bridge to reopen to commercial truck use. The project consists of permanent emergency repairs to the east abutment that will allow Boeing to reopen the bridge to vehicle and pedestrian traffic. These repairs include: temporary relocation of the PSE gas line and CenturyLink utility line (under separate projects), temporary removal of bridge span 1 that extends 17 -ft from the existing timber abutment, installation of a sheet pile walls with vibratory driving immediately waterward of the existing timber piles and timber abutment, sheet pile walls will also be installed through vibratory driving landward of the existing timber abutment parallel to the east approach, removal of existing rotted timber piles/wall, installation of (2) temporary 24 -in -diameter steel pipe piles and temporary platform on the piles for placing equipment, installation of (14) vertical micropiles to replace the existing timber piles, installation of (3) new battered micropiles landward of the vertical micropiles, installation of a new cast -in-place concrete cap beam, replacement of the 17 -ft of bridge that was temporarily removed (in kind), installation of a sheet pile wall approximately 14 -ft east of the existing timber abutment, placement of free draining fill material between the new sheet piles, construction a new east approach slab and removal of the (2) temporary steel pipe piles and temporary platform. PROVISIONS 1. TIMING LIMITATION: You may begin the project immediately, and you must complete the project by June 1, 2022, provided pile driving within the ordinary high water line (OHWL) using an impact hammer shall occur only between June 16 and August 15 or between November 1 - January 19. 2. APPROVED PLANS: You must accomplish the work per plans and specifications submitted with.the application and approved by the Washington Department of Fish and Wildlife (WDFW), entitled "BOEING SOUTH OXBOW BRIDGE REPAIR", dated May 1, 2017, except as modified by this Hydraulic Project Approval (HPA). You must have a copy of 1 Page 1 of 6 HYDRAULIC PROJECT APPROVAL Wahine=Ikpudmmf of FISH and WILDIJFE Issued Date: June 02, 2017 Project End Date: June 01, 2022 Washington Department of Fish & Wildlife PO Box 43234 Olympia, WA 98504-3234 (360) 902-2200 Permit Number: 2017-4-347+01 FPA/Public Notice Number: N/A Application ID: 11156 these plans and this HPA available on site during all phases of the project proposal. 3. INVASIVE SPECIES CONTROL: Thoroughly clean all equipment and gear Before arriving and leaving the job site to prevent the transport and introduction of aquatic invasive species. Properly dispose of any water and chemicals used to clean gear and equipment. You can find additional information in the WDFWs Invasive Species Management Protocols (November 2012), available online at http://wdfw.wa.gov/publications/01490/wdfw01490.pdf. 4. PRE- AND POST -CONSTRUCTION NOTIFICATION: You, your agent, or contractor must contact WDFW by e-mail at larry.fisher@dfw.wa.gov and at HPAapplications@dfw.wa.gov; mail to Post Office Box 43234, Olympia, Washington 98504-3234; or fax to (360) 902-2946 at least three business days before starting work, and again within seven days after completing the work. The notification must include the permittee's name, project location, starting date for work or date the work was completed, and the permit number. WDFW may conduct inspections during and after construction; however, WDFW will notify you or your agent before conducting the inspection. 5. PHOTOGRAPHS: You, your agent, or contractor must take photographs of the job site before the work begins and after the work is completed. You must upload the photographs to the post -permit requirement page in the Aquatic Protection Permitting System (APPS) or mail them to WDFW at Post Office Box 43234, Olympia, Washington 98504- 3234 within 30 -days after the work is completed. 6. FISH KILL/ WATER QUALITY PROBLEM NOTIFICATION: If a fish kill occurs or fish are observed in distress at the job site, immediately stop all activities causing harm. Immediately notify WDFW at 425-313-5683 or 425-449-6890' of the problem. If the likely cause of the fish kill or fish distress is related to water quality, also notify the Washington Military Department Emergency Management Division at 1-800-258-5990. Activities related to the fish kill or fieh distress must not resume until WDFW gives approval. WDFW may require additional measures to mitigate impacts. STAGING, JOB SITE ACCESS, AND EQUIPMENT 7. Establish staging areas (used for equipment storage, vehicle storage, fueling, servicing, and hazardous material storage) in a location and manner that will prevent contaminants such as petroleum products, hydraulic fluid, fresh, concrete, sediments, sediment -laden water, chemicals, or any other toxic or,harmful materials from entefing, rateriof the state. ygr- ` 8. Design and locate new temporary access points to prevent erosion and sediment delivery to waters of the state. 9. Clearly mark boundaries to establish the limit of work associated with site access and construction. 10. Limit the removal of native bankline vegetation to the minimum amount needed to construct the project:' 11. Retain all natural habitat features on the bed or banks including large woody material and boulders. 12. Confine the use of equipment to the specific access and work corridor shown in the approved plans. Q 13. Remove soil or debris from the drive mechanisms (wheels, tires, tracks, etc.) and undercarriage of equipment prior to operating the equipment waterward of the OHWL. 14. Check equipment daily for leaks and complete any required repairs in an upland location before using the equipment in or near the water. 15. Use environmentally acceptable lubricants composed of biodegradable base oils such as vegetable oils, synthetic esters, and polyalkylene glycols in equipment operated in or near the water. Page 2 of 6 Waehigton Depunmau of FISH and WILDLIFE HYDRAULIC PROJECT APPROVAL Issued Date: June 02, 2017 Project End Date: June 01, 2022 Washington Department of Fish & Wildlife PO Box 43234 Olympia, WA 98504-3234 (360) 902-2200 Permit Number: 2017-4-347+01 FPA/Public Notice Number: N/A Application ID: 11156 CONSTRUCTION -RELATED SEDIMENT, EROSION AND POLLUTION CONTAINMENT 16. Protect all disturbed areas from erosion. Maintain erosion and sediment control until all work and cleanup of the job site is complete. 17. All erosion control materials that will remain onsite must be composed of 100% biodegradable materials. 18. Straw used for erosion and sediment control, must be certified free of noxious weeds and their seeds. 19. Stop all hydraulic project activities except those needed to control erosion and siltation, if flow conditions arise that will result in erosion or siltation of waters of the state. 20. Prevent project contaminants, such as petroleum products, hydraulic fluid, fresh concrete, sediments, sediment - laden water, chemicals, or any other toxic or harmful materials, from entering or leaching into waters of the state. 21. Route construction water (wastewater) from the project to an upland area above the limits of anticipated floodwater. Remove fine sediment and other contaminants before discharging the construction water to waters of the state. 22. Deposit waste material from the project, such as construction debris, silt, excess dirt, or overburden, in an upland area above the limits of anticipated floodwater unless the material is approved by the Washington Department of Fish and Wildlife for reuse in the project. 23. Deposit all trash from the project at an appropriate upland disposal location. CONSTRUCTION MATERIALS 24. Store all construction and deconstruction material in a location and manner that will prevent contaminants such as petroleum products, hydraulic fluid, fresh cement, sediments, sediment -laden water, chemicals, or any other toxic or harmful materials from entering waters of the state. 25. Do not stockpile construction material waterward of the OHWL. 26. Use only clean, suitable material as fill material (no trash, debris, car bodies, tires, asphalt, concrete, etc.). BRIDGE REPAIR 27. Prevent the existing structure and associated construction materials from entering the river when removing them. DEMOBILIZATION AND CLEANUP 28. Before the end of the in -water work period specified in the timing limitations provision, remove the temporary work platform from the river. 29. Seed areas disturbed by construction activities with a native seed mix suitable for the site that has at least one quick -establishing plant species. 30. Complete replanting of any damaged woody riparian vegetation during the first dormant season (late fall through late winter) after installing the bridge repair. Maintain plantings for at least three years to ensure at least eighty percent of the plantings survive. Failure to achieve the eighty percent survival in year three will require you to submit a plan with follow-up measures to achieve requirements or reasons to modify requirements. 31. Remove temporary erosion and sediment control methods after the job site is stabilized or within three months of project completion, whichever is sooner. Page 3 of 6 wasd(nglon new of FISH ana WILDLIFE HYDRAULIC PROJECT APPROVAL Issued Date: June 02, 2017 Project End Date: June 01, 2022 Washington Department of Fish & Wildlife PO Box 43234 Olympia, WA 98504-3234 (360) 902-2200 Permit Number: 2017-4-347+01 FPA/Public Notice Number: N/A Application ID: 11156 LOCATION #1: Site Name: South Oxbow Bridge 10151 East Marginal Way S, Tukwila, WA 98108 WORK START: June 2, 2017 WORK END: June 1, 2022 WRIA Waterbody: Tributary to: 09 - Duwamish - Green Duwamish River/Green River Elliott Bay 1/4 SEC: Section: Township: Range: Latitude: Longitude: County: NE 1/4 04 23 N 04 E 47.511144 -122.296308 King Location #1 Driving Directions From the north and south, take the 158 Exit from Interstate 5 (1-5) and head west on South Boeing Access Road, then turn right to head northwest on East Marginal Way for approximately 0.3 miles and turn left to head west on South 102nd Street and the project is located at the bridge. APPLY TO ALL HYDRAULIC PROJECT APPROVALS This Hydraulic Project Approval pertains only to those requirements of the Washington State Hydraulic Code, specifically Chapter 77.55 RCW. Additional authorization from other public agencies may be necessary for this project. The person(s) to whom this Hydraulic Project Approval is issued is responsible for applying for and obtaining any additional authorization from other public agencies (local, state and/or federal) that may be necessary for this project. This Hydraulic Project Approval shall be available on the job site at all times and all its provisions followed by the person (s) to whom this Hydraulic Project Approval is issued and operator(s) performing the work. This Hydraulic Project Approval does not authorize trespass. The person(s) to whom this Hydraulic Project Approval is issued and operator(s) performing the work may be held liable for any loss or damage to fish life or fish habitat that results from failure to comply with the provisions of this Hydraulic Project Approval. Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars per day and/or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment. All Hydraulic Project Approvals issued under RCW 77.55.021 are subject to additional restrictions, conditions, or revocation if the Department of Fish and Wildlife determines that changed conditions require such action. The person(s) to whom this Hydraulic Project Approval is issued has the right to appeal those decisions. Procedures for filing appeals are listed below. Page 4 of 6 Washington Depaamea of FISH and WILDLIFE HYDRAULIC PROJECT APPROVAL Issued Date: June 02, 2017 Project End Date: June 01, 2022 Washington Department of Fish & Wildlife PO Box 43234 Olympia, WA 98504-3234 (360) 902-2200 Permit Number: 2017-4-347+01 FPA/Public Notice Number: N/A Application ID: 11156 MINOR MODIFICATIONS TO THIS HPA: You may request approval of minor modifications to the required work timing or to the plans and specifications approved in this HPA unless this is a General HPA. If this is a General HPA you must use the Major Modification process described below. Any approved minor modification will require issuance of a letter documenting the approval. A minor modification to the required work timing means any change to the work start or end dates of the current work season to enable project or work phase completion. Minor modifications will be approved only if spawning or incubating fish are not present within the vicinity of the project. You may request subsequent minor modifications to the required work timing. A minor modification of the plans and specifications means any changes in the materials, characteristics or construction of your project that does not alter the project's impact to fish life or habitat and does not require a change in the provisions of the HPA to mitigate the impacts of the modification. Minor modifications do not require you to pay additional application fees or be issued a new HPA. If you originally applied for your HPA through the online Aquatic Protection Permitting System (APPS), you may request a minor modification through APPS. A link to APPS is at http://wdfw.wa.gov/licensing/hpa/. If you did not use APPS you must submit a written request that clearly indicates you are seeking a minor modification to an existing HPA. Written requests must include the name of the applicant, the name of the authorized agent if one is acting for the applicant, the APP ID number of the HPA, the date issued, the permitting biologist, the requested changes to the HPA, the reason for the requested change, the date of the request, and the requestor's signature. Send by mail to: Washington Department of Fish and Wildlife, PO Box 43234, Olympia, Washington 98504-3234, or by email to HPAapplications@dfw.wa.gov. Do not include payment with your request. You should allow up to 45 days for the department to process your request. MAJOR MODIFICATIONS TO THIS HPA: You may request approval of major modifications to any aspect of your HPA. Any approved change other than a minor modification to your HPA will require issuance of a new HPA. If you paid an application fee for your original HPA you must pay an additional $150 for the major modification. If you did not pay an application fee for the original HPA, no fee is required for a change to it. If you originally applied for your HPA through the online Aquatic Protection Permitting System (APPS), you may request a major modification through APPS. A link to APPS is at http://wdfw.wa.gov/licensing/hpa/. If you did not use APPS you must submit a written request that clearly indicates you are requesting a major modification to an existing HPA. Written requests must include the name of the applicant, the name of the authorized agent if one is acting for the applicant, the APP ID number of the HPA, the date issued, the permitting biologist, the requested changes to the HPA, the reason for the requested change, the date of the request, payment if the original application was subject to an application fee, and the requestor's signature. Send your written request and payment, if applicable, by mail to: Washington Department of Fish and Wildlife, PO Box 43234, Olympia, Washington 98504-3234. You may email your request for a major modification to HPAapplications@dfw.wa.gov, but must send a check or money order for payment by surface mail. You should allow up to 45 days for the department to process your request. APPEALS INFORMATION If you wish to appeal the issuance, denial, conditioning, or modification of a Hydraulic Project Approval (HPA), Washington Department of Fish and Wildlife (WDFW) recommends that you first contact the department employee who issued or denied the HPA to discuss your concerns. Such a discussion may resolve your concerns without the need for further appeal action. If you proceed with an appeal, you may request an informal or formal appeal. WDFW encourages you to take advantage of the informal appeal process before initiating a formal appeal. The informal appeal process includes a review by department management of the HPA or denial and often resolves issues faster and with less legal complexity than the formal appeal process. If the informal appeal process does not resolve your concerns, you may advance your appeal to the formal process. You may contact the HPA Appeals Coordinator at (360) 902-2534 for more information. Page 5 of 6 Washington Depmimem of FISH WILDLIFE HYDRAULIC PROJECT APPROVAL Issued Date: June 02, 2017 Project End Date: June 01, 2022 Washington Department of Fish & Wildlife PO Box 43234 Olympia, WA 98504-3234 (360) 902-2200 Permit Number: 2017-4-347+01 FPA/Public Notice Number: N/A Application ID: 11156 A. INFORMAL APPEALS: WAC 220-660-460 is the rule describing how to request an informal appeal of WDFW actions taken under Chapter 77.55 RCW. Please refer to that rule for complete informal appeal procedures. The following information summarizes that rule. A person who is aggrieved by the issuance, denial, conditioning, or modification of an HPA may request an informal appeal of that action. You must send your request to WDFW by mail to the HPA Appeals Coordinator, Department of Fish and Wildlife, Habitat Program, 600 Capitol Way North, Olympia, Washington 98501-1091; e-mail to HPAapplications@dfw.wa.gov; fax to (360) 902-2946; or hand -delivery to the Natural Resources Building, 1111 Washington St SE, Habitat Program, Fifth floor. WDFW must receive your request within 30 days from the date you receive notice of the decision. If you agree, and you applied for the HPA, resolution of the appeal may be facilitated through an informal conference with the WDFW employee responsible for the decision and a supervisor. If a resolution is not reached through the informal conference, or you are not the person who applied for the HPA, the HPA Appeals Coordinator or designee will conduct an informal hearing and recommend a decision to the Director or designee. If you are not satisfied with the results of the informal appeal, you may file a request for a formal appeal. B. FORMAL APPEALS: WAC 220-660-470 is the rule describing how to request a formal appeal of WDFW actions taken under Chapter 77.55 RCW. Please refer to that rule for complete formal appeal procedures. The following information summarizes that rule. A person who is aggrieved by the issuance, denial, conditioning, or modification of an HPA may request a formal appeal of that action. You must send your request for a formal appeal to the clerk of the Pollution Control Hearings Boards and serve a copy on WDFW within 30 days from the date you receive notice of the decision. You may serve WDFW by mail to the HPA Appeals Coordinator, Department of Fish and Wildlife, Habitat Program, 600 Capitol Way North, Olympia, Washington 98501-1091; e-mail to HPAapplications@dfw.wa.gov; fax to (360) 902-2946; or hand -delivery to the Natural Resources Building, 1111 Washington St SE, Habitat Program, Fifth floor. The time period for requesting a formal appeal is suspended during consideration of a timely informal appeal. If there has been an informal appeal, you may request a formal appeal within 30 days from the date you receive the Director's or designee's written decision in response to the informal appeal. C. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS: If there is no timely request for an appeal, the WDFW action shall be final and unappealable. Habitat Biologist Larry.Fisher@dfw.wa.gov for Director Larry Fisher 425-313-5683 ' WDFW Page 6 of 6 REPLY TO ATTENTION OF Regulatory Branch Mr. Mark Garrido Boeing Company Mail Stop 1W-08 P.O. Box 3707 Seattle, Washington 98124 Dear Mr. Garrido: .)(Q1cr DEPARTMENT OF THE ARMY SEATTLE DISTRICT, CORPS OF ENGINEERS P.O. BOX 3755 SEATTLE, WASHINGTON 98124-3755 Reference: NWS -2017-424 Boeing Company (South Oxbow Bridge Repair) We recently received your application for a Department of the Army (DA) permit to repair the South Oxbow Bridge over the Duwamish River at Tukwila, King County, Washington. We have reviewed the information you provided to us pursuant to Section 404 of the Clean Water Act and Section 10 of the Rivers and Harbors Act of 1899. Under Section 404 of the Clean Water Act, a DA permit is normally required for the discharge of dredged or fill material (e.g., fill, excavation, or mechanized land clearing) into waters of the U.S., including wetlands. For more information, see the enclosed Extracts and Definitions from the Clean Water Act. Based on the information you provided, the proposed activity (installation of catwalks on the existing bridge) will not result in the discharge of dredged or fill material in a water of the U.S. Therefore, we have determined that a Section 404 DA permit is not required. Additionally, we have determined that the South Oxbow Bridge is regulated under Section 9 of the Rivers and Harbors Act, not Section 10 of the Rivers and Harbors Act. It is the U.S. Coast Guard, not the Corps, that administers the Federal permit program for bridges across navigable waters. The Corps regulates all other work in navigable waters, and work that could be construed as "a discharge of dredged or fill material" into any water of the United States. " In 1977, the Corps and the Coast Guard entered into a Memorandum of Agreement (MOA) which appeared in the Federal Register, Vol. 42, No. 138 - Tuesda ECIEIVED July 19, 1977. The MOA defines a "bridge" as follows: CITY OF TUKWILA CORREC ION LTR# SEP 29 2011 PERMIT CENTER -2 - For purposes of this agreement...a "bridge" is any structure over, on, or in the navigable waters of the United States which (1) is used for the passage or conveyance of persons, vehicles, commodities, and other physical matter and (2) is constructed in such a manner that either the vertical or horizontal clearance, or both, may affect the passage of vessels or boats through or under the structure. This definition includes, but is not limited to, highway bridges, railroad bridges, foot bridges, aqueducts, aerial tramways and conveyors, overhead pipelines and similar structure of like function together with their approaches, fenders, pier protection systems, appurtenances and foundations." The South Oxbow Bridge meets this definition of bridge under the Corps of Engineers — Coast Guard MOA. In this case, the Coast Guard is the sole Federal permitting agency under Section 9 of the Rivers and Harbors Act. As such;the work needs no authorization from the Corps of Engineers. Accordingly, I have closed out the permit application. For further information about a Coast Guard bridge maintenance permit, you should contact the Mr. Steve Fisher at the following address: Commander (oan), Thirteenth Coast Guard District, ATTN: Mr. Steve Fisher 915 Second Avenue Seattle, Washington 98174 A copy of this -letter will be furnished to Mr. Fisher. If you have any questions about this letter, please contact Ms. Jacalen Printz at (206) 764-6901 or via email at Jacalen.M.Printz@usace.army.mil. Enclosure • c, .° h.4 r t g`i(• 11 (') E x Sincerely, Jacalen Printz, Section Chief Regulatory Branch August 21, 2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development JOHN S MURDOCH PO BOX 3707 MC 46-88 SEATTLE, WA 98124 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D17-0181 BOEING - OXBOW BRIDGE REPAIR - 9725 E MARGINAL WAY S Dear JOHN S MURDOCH, 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. • Structural review required PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Since Public Works permit covered under this building permit has a progressive fee based on percentage of the site construction cost please submit a cost estimate for site work associated with Oxbow Bridge replacement and enter the amounts on page 1 of the attached Public Works Bulletin A2. 2) Applicant shall obtain an Hydraulic Project Approval (HPA) permit from WA Dept. of Fish and Wildlife, phone 360-902-2534 for work below ordinary high water mark. 3) Applicant shall obtain US Army Corps of Engineers permit for work inside the navigable waters of the United States under section 404 of the Clean Water Act and section 10 of the Rivers and Harbors Act of 1899.a proposed project's impacts to these areas will determine what permit type is required. 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. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D17-0181 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 July 11, 2017 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D17-0181 Boeing — Oxbow Bridge Repair Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2015 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D17-0181 W:\Permit Center\Structural Review\D17-0181 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Plkt MEMO RECDED JUL 01 2017 TUKWILA PUBLIC WORKS RECEIVEL: CITY OF flJ t; ; ....\ JUL3 7 2U PE} �tirfl ' MTER. Toff Date: To: From: Subject: June 2, 2017 Jerry Hight, City of Tukwila Building Official Anne M.F. Streufert, PE, SE, KPFF Consulting Engineers Boeing South Oxbow Bridge Emergency Repairs — City of Tukwila Building Permit PROJECT DESCRIPTION KPFF is providing structural engineering services to Boeing in support of the South Oxbow Bridge Emergency Repairs. This project includes permanent, emergency repairs to the South Oxbow Bridge (South 102nd Street) that will allow Boeing to reopen the bridge to carry vehicle and pedestrian traffic across the Duwamish River. Based on a recent bridge inspection and analysis, the east abutment of the South Oxbow Bridge does not have structural capacity to support vehicle and pedestrian loads and has been closed to all traffic. As a result, Boeing is proposing permanent emergency repairs to the east abutment to reopen the bridge. The existing structure was built in 1957 with the superstructure being replaced in entirety twice, mostly recently in 1995. According to the as -built plans, the 1995 rebuild was designed to the 1992 Edition of the American Association of State Highway and Transportation Officials (AASHTO) Standard Specification for Highway Bridges and the 1994 Edition of the Uniform Building Code, as adopted and amended by the City of Tukwila. In addition, all work was completed in accordance with the City of Tukwila and 1994 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. The proposed repairs include replacement of the existing deteriorated bridge abutment and approach slab, in addition to removal and replacement of the easternmost bridge span to protect the structural integrity of the remainder of the bridge structure during abutment removal and reconstruction. The repaired and reopened bridge will carry 2 lanes of highway traffic and a pedestrian sidewalk (no change from previous usage). CHANGE OF CODE REQUEST KPFF and Boeing staff attended a permit pre -application meeting with City of Tukwila staff at the City offices on May 18, 2017. At the meeting, it was confirmed that a building permit will be required for the project approval and that the building permit application needs to include structural plans and calculations. Additionally, it was stated that the structural calculations should be completed and submitted in accordance with the 2015 International Building Code (IBC). This statement is in accordance with the Tukwila Municipal Code 16.01.020. Given that the project is a roadway bridge structure with usage consistent to that of a highway bridge, rather than a building structure, we feel as though the AASHTO bridge design code is more relevant than the IBC to the type of structure and type of loads we are dealing with on this project. As a result, we request that the structural calculations for the building permit use the structural design loads, analysis methods and material specifications from the AASHTO LRFD Bridge Design Specification, 7th Edition with 2015 and 2016 Interim Revisions. bflOtsI 9 MEMO kpff CHANGE OF CODE JUSTIFICATION As mentioned above, the project structure consists of a roadway bridge. As a result, highway vehicle loads and seismic loads control the structural design. In Section 1607.7.1 of the IBC (Structural Design/Live Loads/Heavy Vehicle Loads/Loads), it states the following: 1607.7.1 Loads. Where afiy structure does not restrict access for vehicles that exceed a 1,Q ound fi kg) gross -vehicle weight those portiorn thlstructure=subject to such toads shall be designediusing the vehicular live loads, including consideration of pact and`fatlgueLin accordance with the codes and specificationsgifredrby-tht ' urlsdi ctlo aving*rity f r the destgri nra d consirvctlon ofthe-roadways and bridges n the same location of the stnacture� In Section 1613.1 of the IBC (Structural Design/Earthquake Loads/Scope), it states the following: 1813.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure Is permitted to be determined In accordance with Section 1613 or ASCE 7. Exceptions: 4. Structures that require special consideration of their response characteristics andnvironment,that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria such as vehicular =electrical ,electrical transmission towers. hydraulic structures, buried utility lines and their appurtenances and nuclear -reactors. It is our understanding that the jurisdiction having authority for the design and construction of the roadways and bridges in the same location as our structure is the City of Tukwila Public Works Department and that the design and construction for roadways and bridges for the City's Public Works Department shall follow the following codes and guidelines: • AASHTO LRFD Bridge Design Specification, 7th Edition with 2015 and 2016 Interim Revisions. • Washington State Department of Transportation (WSDOT) Bridge Design Manual (BDM), June 2016 • WSDOT Local Agency Guidelines (LAG) Manual • WSDOT Standard Specifications for Road, Bridge and Municipal Construction 2016, with Amendments through April 3, 2017 June 5, 2016 0 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director Ms. Cassandra Schoenmakers Planner/Assistant Project Manager KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 RE: Boeing South Oxbow Bridge Emergency Repair — Shoreline and SEPA Permits Exemption Request Dear Ms. Schoenmakers: Thank you for your May 4, 2017 letter requesting an exemption from SEPA and from applying for a shoreline substantial development permit, and the June 1, 2017 letter providing additional information related to the shoreline exemption. PROPOSED PROJECT The project is requesting both a SEPA exemption and exemption from applying for a shoreline substantial development permit for permanent, emergency repairs to the Boeing South Oxbow Bridge (South 102nd Street) that will allow the bridge to be re -opened to vehicular and pedestrian use. The existing South Oxbow Bridge was constructed in 1957 with rehabilitation and repairs occurring in 1975 and 1995. The two-lane bridge is approximately 300 feet long by 35 feet wide with thirteen approach spans of varying lengths and one single 92 -foot long main span. A substructure of approximately 91 piles supports the bridge. Abutments on the east and west also support the bridge. The east abutment consists of a concrete pile cap and (13) 12 -inch diameter timber piles. Directly landward of the timber piles is a timber abutment wall that retains the fill below the east approach slab. The timber piles and timber abutment extend north and south beyond the width of the bridge span to retain soil under the approach. Based on a recent bridge inspection and structural analysis, the east abutment does not have the structural capacity to handle vehicular and pedestrian loads, so the bridge is closed. The analysis showed that the east abutment must be replaced along with one piling just west of the abutment (see photos on page 3). These structures are illustrated on pages 3 and 4. The bridge serves as a major transportation connection between State Highway 99 and West Marginal Place and East Marginal Way South for Boeing and the U.S. Postal Service, which has a large mail sorting facility west of the South Oxbow Bridge, through the Oxbow area and Boeing's Plant Two campus and is particularly important for emergency responders. Due to the bridge closure, traffic is required to travel on a %: mile detour to bypass the bridge. The repairs will restore the structural load capacity of the east abutment and attendant load capacity of the bridge and allow it to be reopened. Tukwila City Hall • 6200Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Ms. Cassandra Schoenmakers A17-0019: Shoreline and SEPA Exemption -Oxbow Bridge Repair Page 2 of 7 The repairs will occur entirely within the existing footprint of the bridge and consist of replacing the existing creosote timber piles and abutment and includes: • Temporarily relocate an existing PSE gas line and CenturyLink line at the east abutment; • Temporarily remove bridge span #1 and the concrete pile cap to access the existing creosote timber piles and timber abutment and to isolate the remainder of the bridge from potential damage during construction; • Sedimentation control measures will be installed upland and in water to prevent adverse impacts to fish habitat and water quality; • Sheet pile walls will be installed using vibratory driving immediately waterward of the existing timber abutment parallel to the east approach. The work will be carried out in the dry (at low tide) to the greatest extent possible to protect water quality and fish habitat; • Existing rotted creosote timber piles and timber abutment will be removed landward of the installed sheet pile wall; • Two temporary 24 -inch steel piles will be vibratory driven waterward of the abutment and a temporary construction platform will be installed atop the piles. The equipment used to drive the micropiles will be placed on the temporary platform; • Fourteen vertical micropiles and three battered micropiles will be installed landward of the installed sheet pile wall; • The temporary work platform will be removed and the two temporary steel pipe piles will be removed within the fish window; • Free -draining fill material will be placed landward of the installed sheet pile wall; • The approach will be backfilled to the installed sheet pile wall at a 2:1 slope and a concrete bearing pad will be installed to support the east end of the east approach; • The cast -in-place concrete cap beam will be installed above the installed sheet pile wall and micropiles; • The new approach slab will be installed; • The existing bridge span will be reassembled in the original location (in kind); • When construction is completed, the site will be returned to its original condition. H:1\Boeing\A17-0019\SEPA-Shoreline Exemption Ltr Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov Ms. Cassandra Schoenmakers A17-0019: Shoreline and SEPA Exemption -Oxbow Bridge Repair Page 3 of 7 Bridge Abutment to be Replaced Leaning & rotted wood piling — to be replaced. H:\\Boeing\A17-0019\SEPA-Shoreline Exemption Ltr Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov Ms. Cassandra Schoenmakers A17-0019: Shoreline and SEPA Exemption -Oxbow Bridge Repair Page 4 of 7 Prior to construction, a boom will be installed to prevent adverse impacts to fish habitat and water quality. During construction, the contractor will use best management practices to reduce potential impacts and to be consistent with any conditions of other environmental permits required for the project. Proposed Mitigation The project was designed to require the least amount of in -water work necessary to complete the permanent repairs for the failed section of the bridge structure. The project requires approximately 150 square feet of mitigation due to the permanent displacement of intertidal habitat because of the placement of the sheet pile wall. Boeing proposes to purchase credits from the King County Mitigation Reserves Program (in -lieu fee program) to fully mitigate the impacts. King County has confirmed the project location is within the same service area with available aquatic habitat credits. REVIEW CRITERIA Shoreline Exemption Exemptions for normal maintenance and repair are permitted by the Shoreline Management Act under the following section of the Washington Administrative Code: WAC 173-27-040 (2) (b): Normal maintenance or repair of existing structures or developments, including damage by accident, fire or elements. "Normal maintenance" includes those usual acts to prevent a decline, lapse, or cessation from a lawfully established condition. "Normal repair" means to restore a development to a state comparable to its original condition including but not limited to its size, shape, configuration, location and external appearance, within a reasonable period after decay or partial destruction, except where repair causes substantial adverse effects to shoreline resource or environment. Replacement of a structure or development may be authorized as repair where such replacement is the common method of repair for the type of structure or development and the replacement structure or development is comparable to the original structure or development including but not limited to its size, shape, configuration, location and external appearance and the replacement does not cause substantial adverse effects to shoreline resources or environment..." The project will repair a bridge within the existing footprint, returning the bridge to the original condition and allowing pedestrian and vehicular traffic to resume use of the bridge. The sheet pile wall will be installed immediately waterward of the existing creosote timber abutment, which will then allow the timber abutment to be removed. Mitigation of 150 square feet is proposed to offset impacts to the aquatic habitat. Projects that are exempt from obtaining a shoreline substantial development permit must still comply with the local Shoreline Master Program. Portions of TMC 18.44.070, H. Environmental Impact Mitigation apply to this project. The applicant's response follows each subsection of the code. H:\1Boeing\A17-00I9\SEPA-Shoreline Exemption Ltr Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwitaWA.gov Ms. Cassandra Schoenmakers A17-0019: Shoreline and SEPA Exemption -Oxbow Bridge Repair Page 5 of 7 TMC 18.44.070 H.: 1. All shoreline development and uses shall occur in a manner that results in no net loss of shoreline ecological functions through the careful location anddesign of all allowed development and uses. In cases where impacts to shoreline ecological functions from allowed development and uses are unavoidable, those impacts shall be mitigated according to the provisions of this section; in that event, the "no net loss" standard is met. Applicant Response: This project was designed to require the least amount of in -water work necessary for permanent repairs to the failing bridge structure. However, this project requires approximately 150 square feet of permanent displacement of intertidal habitat. There are no opportunities to mitigate in-kind (intertidal habitat) onsite. Therefore, Boeing proposes to purchase credits from the King County Mitigation Reserves Program (in -lieu fee program) to fully mitigate the impacts. King County confirmed the project location is within the same service area with available aquatic habitat credits. 2. To the extent Washington's State Environmental Policy Act of 1971 (SEPA), chapter 43.21C RCW, is applicable, the analysis of environmental impacts from proposed shoreline uses or developments shall be conducted consistent with the rules implementing SEPA (TMC Chapter 21.04 and WAC 197-11). Applicant Response: The project is considered categorically exempt from SEPA. 3. For all development, mitigation sequencing shall be applied in the following order of priority: a. Avoiding the impact altogether by not taking a certain action or parts of an action. b. Minimizing impacts by limiting the degree or magnitude of the action and its implementation by using appropriate technology or by taking affirmative steps to avoid or reduce impacts. c. Rectifying the impact by repairing, rehabilitating, or restoring the affected environment. d. Reducing or eliminating the impact over time by preservation and maintenance operations. e. Compensating for the impact by replacing, enhancing, or providing substitute resources or environments. f. Monitoring the impact and the compensation projects and taking appropriate corrective measures. Applicant Response: To repair the failing timber abutment with the least impact on the Lower Duwamish Waterway, the project requires 150 square feet of impact immediately waterward of the failing abutment. The design team considered alternatives that would provide permanent capacity to reopen the bridge and the team determined the option with the least impact required driving sheet piles immediately waterward of the existing wall. The impact was reduced from extending 4 -feet waterward of the existing wall, to only 2 -feet waterward of the existing wall. Based on the necessary displacement of intertidal habitat, Boeing is proposing to purchase credits at a 1:1 ratio. This results in purchasing 150 square feet of intertidal habitat mitigation credits in the H:\\Boeing\A17-0019\SEPA-Shoreline Exemption Ltr Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwitaWA.gov Ms. Cassandra Schoenmakers A17-0019: Shoreline and SEPA Exemption -Oxbow Bridge Repair Page 6 of 7 in -lieu fee mitigation program managed by King County. As part of this program, King County protects the site in perpetuity and continually monitors the site to ensure the mitigation project meets the identified performance measures. 4. In determining appropriate mitigation measures applicable to shoreline development, lower priority measures shall be applied only where higher priority measures are determined by the City to be infeasible or inapplicable. Applicant Response: This project only includes displacement of intertidal habitat and there are no opportunities to create new intertidal habitat on-site. Therefore, off-site mitigation is the best opportunity to mitigate in-kind. 5. When mitigation measures are appropriate pursuant to the priority of mitigation sequencing above, preferential consideration shall be given to measures that replace the impacted functions directly and in the immediate vicinity of the impact. However, if mitigation in the immediate vicinity is not scientifically feasible due to problems with hydrology, soils, waves or other factors, then off-site mitigation within the Shoreline Jurisdiction may be allowed if consistent with the Shoreline Restoration Plan. Mitigation for projects in the Transition Zone must take place in the Transition Zone. In the event a site is not available in the Transition Zone to carry out required mitigation, the project proponent may contribute funds equivalent to the value of the required mitigation to an existing or future restoration project identified in the CIP to be carried out by a public agency in the Transition Zone. Applicant Response: With no opportunities to mitigate on-site, in-kind for intertidal habitat, Boeing is proposing to purchase credits for aquatic habitat mitigation within the same watershed, along the Lower Duwamish Waterway. This includes purchase of 150 square feet of credits for aquatic habitat from the King County in -lieu fee Mitigation Reserves Program (MRP). Based on the responses from the applicant, the project meets the criteria of TMC 18.44.070 H 1-5. SEPA Exemption The SEPA exemption for this project is requested under WAC 197-11-800 (3), Repair, remodeling and maintenance activities. This section of the WAC states: "The following activities shall be categorically exempt: The repair, remodeling, maintenance or minor alteration of existing private or public structures, facilities or equipment, including utilities, recreation, and transportation facilities involving no material expansions or changes in use beyond that previously existing; except that, where undertaken wholly or in part on lands covered by water, only minor repair or replacement of structures may be exempt (examples include repair or replacement of piling, ramps, floats, or mooring buoys, or minor repair, H:\\Boeing\A17-0019\SEPA-Shoreline Exemption Ltr Phone: 206-433-1800 • Email: Mayor@TukwitaWA.gov • Website: TukwilaWA.gov Ms. Cassandra Schoenmakers A17-0019: Shoreline and SEPA Exemption -Oxbow Bridge Repair Page 7 of 7 alteration, or maintenance of docks). (emphasis added) The following maintenance activities shall not be considered exempt under this subsection: "(a) Dredging of over fifty cubic yards of material; "(b) Reconstruction or maintenance of groins and similar shoreline protection structures; "(c) Replacement of utility cables that must be buried under the surface of the bedlands; or "(d) Repair/rebuilding or major dams, dikes, and reservoirs shall also not be considered exempt under this subsection." Based on the project description, the bridge repair meets the criteria specified in WAC 197-11-800 (3), including the work that will take place in -water. The project does not include any of the four activities noted above that are not exempt as a repair, remodeling or maintenance action. DECISION The request for exemptions from applying for a shoreline substantial development permit and a request for an exemption from SEPA is approved. Please note that any vegetation that is removed must be removed with small hand tools. Any disturbed or removed vegetation must be replaced with native plants. If you have any questions, please contact Carol Lumb, at 206-431-3661. Sincerely, ck Pace, Director Department of Community Development Attachments: May 4, 2017 Request for Shoreline and SEPA Exemptions Boeing South Oxbow Bridge JARPA June 1, 2017 Supplemental Information from KPFF cc: David Pater, Department of Ecology Larry Fisher, Dept. of Fish and Wildlife Karen Walter, Muckleshoot Indian Tribe H:\\Boeing\A17-0019\SEPA-Shoreline Exemption Ur Phone: 206-433-1800 • Email: Mayor@TukwilaWA.gov • Website: TukwilaWA.gov BOEING COMPANY, THE Washington State Department of Labor & industries 0 1-lorne Espanol Contact Safety & Health Claims & Insurance 0 Search L&I Page 1 of 9 A -'L Index Help My I.,&I Workplace Rights Trades & Licensing BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. BOEINC*294ML Effective — expiration 07/13/1971— 01/18/2019 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 10/24/2017 BOEING COMPANY, THE Bond FEDERAL INS CO Bond account no. 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Until Canceled Insurance ............................... Ace American Insurance Company Policy no. HD0G27870442 $10,000,000.00 Received by L&I Effective date 10/06/2017 10/01/2017 Expiration date 10/01/2018 Insurance history Savings ......................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,216-00 Doing business as BOEING COMPANY THE Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 07/31/2017 Inspection no. 317945013 Location 3003 W Casino Rd Everett, WA 98203 No violations Page 2 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 10/24/2017 THE COMPANY SHARED SERVICES GROUP SOUTH OXBOW BRIDGE BOEING DEVELOPMENTAL CENTER 9725 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 98108 VICINITY MAP PROJECT WORK LOCATION OXBOW PARKING LOT DEVELOPMENTAL CENTER Know what's below. CaII before you dig. SYM REVISION BY APPROVED NO SCALE DATE SYM CODE SUMMARY TYPE OF APPLICATION: NEW ❑ ALTERATION II ADDITION ❑ TENANT IMPROVEMENT ❑ PROJECT DESCRIPTION: REPLACEMENT OF EAST BRIDGE ABUTMENT. CODES: 20 4 AASHTO LRFD BRIDGE DESIGN SPECIFICATION 7TH EDITION 20 5 INTERNATIONAL BUILDING CODE & WAC 51-50 20 5 INTERNATIONAL MECHANICAL CODE & WAC 51-52 20 5 INTERNATIONAL FIRE CODE & WAC 51-54 20 5 UNIFORM PLUMBING CODE & WAC 51-56 20 5 UNIFORM PLUMBING CODE AMENDMENTS A, B & I & WAC 51-57 2014 NATIONAL ELECTRIC CODE, AMENDMENTS A B & C & WAC 296-46B-010 2015 WASHINGTON STATE ENERGY CODE WAC 51-11 CURRENT CITY OF TUKWILA ZONING ORDINANCES CONTRACTOR & STATE NUMBER: THE BOEING CO. BOEINC * 294ML(OV2011) BOEING PROJECT ENGINEFR.SUNG CHO BOEING CONTACT' MARK GARRIDO PHONE: 206-930-7156 FAX NUMBER. 253-657-0858 E—MA 1 L : mark.garrido@boeing.com REVISION BY APPROVED DATE DRAWING INDEX ARCHITECTURAL - CIVIL DRAWING NUMBER REV DRAWING TITLE AO TITLE SHEET C1 TOPOGRAPHIC SURVEY C2 TESC PLAN STRUCTURAL DRAWING NUMBER REV DRAWING TITLE SO GENERAL NOTES S1.1 SPECIAL INSPECTIONS S1.2 SPECIAL INSPECTIONS S2 BRIDGE SITE PLAN S3R DEMOLITION SITE PLAN AND DETAILS S4 EAST ABUTMENT REPLACEMENT S5 MICROPILE AND PILE DETAILS S6 CAP BEAM S7 BEARING DETAILS S8 FRAMING PLAN S9 DECK SLAB AND BARRIER S10 APPROACH SPAN S11 GRADING PLAN S12 GRADING DETAILS S13 PAVEMENT AND ACCESS VAULT DETAILS MECHANICAL (NOT ISSUED) DRAWING NUMBER REV DRAWING TITLE gi___AmEtymme ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED D07/25/17 07/25/17 07/25/17 07/25/17 1-STr.ARATE PERMIT REQUIRED FOR: iid Jtechanicai lectr:cal l4J/Plumbing Q Gas Piping City of Tukwila D l,ill,DP D4t!IBION DRAWING INDEX MECHANICAL (CONT.) (NOT issuED) DRAWING NUMBER REV DRAWING TITLE ELECTRICAL (NOT issuED) DRAWING NUMBER REV DRAWING TITLE PROJECT riTLE :SOUTH OXBOW BRIDGE FILE CQ!"Y fi) ''' I" . 'l'O1�l Peri- I Plan review c; '''..:1: -It) errors and omissions. al of „: d.L.1.4+Vi.J:iC..IwJ T;.3i.3 does not authorize the . on Goy e '� ted cacti cr ordinance. Receipt of , , , d + y an con ►;tio s is acknowte ed:460 lelle440k2rilregYP City of Tukwila BUILDING DIVISION Alo chem. - _.__ .77;dc to the scope of n+r; r Ppproval of NOTE: , . i n_av plan submittal and may �:a�a! { Ian review fees. Q181 TITLE SHEET SOUTH OXBOW BRIDGE Atb0oureo) -t REVIEWED FOR ODE COMPLIANCE APPROVED SEP 2 5 2017 Viz - City of Tukwila BUILDING DIVISION REVIEWED This plan was reviewed for general conformance with the following, as amended by the jurisdiction: Wee, z RFD "Woo- s/E'cs E.Structural Provisions of the"International Building Code Non -Structural Provisions of the International building Code 0 Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and permit requirements subject to the requirements and interpretations of the governing authority. This review does not relieve the Architect and Engineers of Record of the responsibility for a complete design in accordance with the laws of the governing jurisdiction and the State of Washington. Jurisdiction C.L P et 77irt/rt41 By 2 4 G Date( //Zf/2 r'7 REID MIDOLETON, INC. Code Review Consultant CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 SHEET AO JOB NO. 1600438 COMP NO. DWG NO. PLAN VIEW SCALE 1 "= 10' CONCRETE WALL 16" DEC 18" DEC-\ \ \ N \ \ \ \ \ \\ TT .49 14 DEC._ -19.3--- 18.5-. TOP WALL EL 20.1 /,/ 046' BLACKBERRIES SLOT DRAIN IE 17.10 WOOD WING WALL UTILITY CABINET 3-4"STEEL PIPE DHA 2661-502 7 SURFACE MONUMENT N 189973.172' • E 1278983.482' EL 17.64' TOP CONC EL 17.1 TOP CONC EL 15.3 12"DIA WOOD PILE TYP. 7-4'STEEL PIPE STACKED ON TOP OF EACH OTHER CONCRETE WALL TOP WALL EL 20.1 TOP WALL EL 20.5 TOP WALL - EL 21.0 BRIDGE SUPPORT 1.96'Hx0.60'W (NW -SE I -BEAM) TYP. DS 'Qs N BRIDGE SUPPORT 1.72'H x0.56'W (NE -SW I -BEAM) TYP. BOT I -BEAM EL 15.4 BOT I -BEAM EL 15.9 CONCRETE WALL TOP WALL EL 22.4 CATWALK W/ HAND RAIL , `--WOOD WING :_-_--_.-_. --�' T Q(� fi�.` _WA1 i � GEtr - - \• `� \\ 44$444 4/• ®�I SURVEY/NG AND MAPPING BY Bo Ia DS o -•- Li • PA M B CLF CON CONC DS BOT SCALE IN FEET SYMBOLS CONCRETE BOLLARD GAS VALVE DOWNSPOUT DECIDUOUS TREE UTILITY CABINET DHA SURVEY CONTROL POWER POLE GUY POLE SIGN TELEPHONE/ POWER MANHOLE WHEEL CHAIR RAMP/ PARKING BURIED GAS MARKER ® SURFACE MONUMENT ABBREVIATIONS PLANTED AREA MAPLE TREE BOLLARD CHAINLINK FENCE CONIFER TREE CONCRETE DOWN SPOUT BOTTOM CONTOUR INTERVAL: (0.1') ONE-TENTH OF A FOOT CONTOURS HORIZONTAL DATUM: WASHINGTON STATE COORDINATE SYSTEM, NORTH ZONE NAD 83(91) VERTICAL DATUM: NATIONAL GEODETIC VERTICAL DATUM 1929 (NGVD 29) VERTICAL DATUM CONVERSION TABLE NOAA/NOS 8TH AVENUE BENCHMARK TIDE PLANE MLLW NAVD88 NGVD29 Estimated Highest Water 15.0 12.5 9.0 Mean Higher High Water 11.1 8.6 5.1 Mean High Wate 10.2 7.7 4.2 Mean Tide Level 6.45 3.97 0.44 Mean Low Water 2.7 0.2 -3.3 Mean Lower Low Water 0.00 -2.48 -6.01 Line of Vegetation 11.0 8.5 5.0 LINETYPES o o HAND RAIL OVERHEAD POWER LINE T - - - - T UNDERGROUND TELEPHONE LINE G - - - - G UNDERGROUND GAS LINE x x CHAIN LINK FENCING UTILITIES MAPPING: ALL EXISTING UTILITIES SHOWN HEREIN ARE TO BE VERIFIED HORIZONTALLY AND VERTICALLY PRIOR TO ANY CONSTRUCTION. ALL EXISTING FEATURES INCLUDING BURIED UTILITIES ARE SHOWN AS INDICATED BY RECORD LOCATION THE FIELD SURVEY. DUANE HARTMAN & ASSOCIATES, INC. (DHA) ASSUMES NO LIABILITY FOR THE ACCURACY OF THE RECORD INFORMATION AND/OR THE UTILITY PAINT -OUT. FOR THE FINAL LOCATION OF THE EXISTING UTILITIES IN AREAS CRITICAL TO CONSTRUCTION, CONTACT THE UTILITY OWNER/AGENCY AND UTILITIES UNDERGROUND CENTER (800/424-5555). TOPOGRAPHIC MAPPING: THE MAP SHOWN HEREON IS THE RESULT OF A TOPOGRAPHIC SURVEY BY DUANE HARTMAN & ASSOCIATES, INC. (DHA) COMPLETED IN MARCH 2017. DHA ASSUMES NO LIABILITY, BEYOND SAID DATE, FOR ANY FUTURE SURFACE FEATURE MODIFICATIONS OR CONSTRUCTION ACTIVITIES THAT MAY OCCUR WITHIN OR ADJOINING THE PERIMETER OF THIS SURVEY. CONTACT DHA (425/483-5355) FOR SITE UPDATES AND VERIFICATIO►S. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2011 City of Tukwila BUILDING DIVISION DUANE HARTMAN & ASSOCIATES, INC. Surveyors 16928 WOODINVILLE-REDMOND ROAD, B-107 W00DINVILLE, WASHINGTON 98072 (425) 483-5355 FAX (425) 483-4650 DHA JOB No. 17-2661 REVISION REVISION APPROVED FOR INFORMATION ONLY ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN MC DAH CHECKED ENGINEER SUBTITLE CURRENT REVISION DATE TOPOGRAPHIC SURVEY 08/9/17 TITLE CHECKED APPROVED SOUTH OXBOW BRIDGE JOB NO. 1600438 COMP NO. APPROVED DWG NO. TEMP RELOCATE FIBER BY CENTURYLINK PRIOR TO BRIDGE REPAIR CONSTRUCTION P2 f SILT FENCE AT MHHW 50 FT BEYOND BRIDGE /SILT FENCE WITH STRAW WATTLE AT EDGE OF CLEARING LIMITS F X CLEARING LIM TS. GRUBBING AS NECESSA Y TO COMPLETE WORK IN 'LA S 0 0 0 0 0 0 F 0 a-°14,1 -- T ---- ----A FAV S 102ND ST FLOATING TURBIDITY CURTAIN WITH 10 FT TRAIL CHAIN LINK FENCE ON EXIST BRIDGE DECK —GAS --GA, CAS—GG GAS GqS Know what's below. Call before you dig. SYM REVISION G 2 Luny'. GAS / r4,44 A i, ,...4�,7.4,�lipm„,,,,,v �; t S 6,& ill::: AOOk NdiPP” ..„ .,.. .... 'litiflt:•• •.• ele OA .... .... .... ... ... ... GqS ..., if... • GqS. .4 V 7 A 4 0 STRAW WATTLE, TYP W/ STAKES OR STEEL PINS TOWARDS E. MARGINAL WAY LIMITS OF ASPHALT CONCRETE PAVEMENT REMOVAL (FULL DEPTH) TEMP RELOCATE GAS BY PSE PRIOR TO BRIDGE REPAIR CONSTRUCTION BY MHHW LIMIT APPROVED DATE GAS 0 4" CHAIN LINK FENCE AND GATE GS -SAS —G.1G CAS G—GMS- G.ASG-- , „, 0.0,„ GAS SYM GAS SILT FENCt WITH STRAW WATTLE AT EDGE OF GqS CLEARING LIMIT REVISION To„ 0 0 CLEARING LIMITS. GRUBBING AS NECESSARY TO COMPLETE WORK IN PLANS TESC PLAN 0 4 8 12 16 SCALE IN FEET BY APPROVED DATE 0 0 gi_AmmErAormwe , 0 0 0/ ANK ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY '14/17 DEPT. DATE M FAULK D07/25/17 T. ANDERSOJN 07/25/17 EROSION CONTROL NOTES 1. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO ANY CONSTRUCTION ACTIVITIES. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR THROUGHOUT THE DURATION OF CONSTRUCTION. 2. THE TESC FACILITIES SHOWN ON THE PLANS SHALL BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING AC11VITIES AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM RIVER OR VIOLATE APPLICABLE WATER STANDARDS. 3. TEMPORARY DISCHARGES FROM THE SITE MUST MEET ALL NPDES AND LOCAL REQUIREMENTS INCLUDING BUT NOT LIMITED TO WATER QUALITY AND TURBIDITY MONITORING AND REPORTING REQUIREMENTS. 4. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, TESC FACILITIES SHALL BE UPGRADED (E.G., ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES,. ETC..) AS NEEDED TO COMPLY WITH NPDES AND LOCAL REQUIREMENTS. 5. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 6. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING ACTIVITIES. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 7. STORM DRAIN INLET PROTECTION SHALL BE USED FOR ALL CATCH BASINS WITHIN 500 FEET DOWN SLOPE OF DISTURBED AREAS, AND SHALL REMAIN IN PLACE UNTIL PROJECT COMPLETION. ONCE PROJECT IS COMPLETE, STORM DRAIN INLET PROTECTION SHALL BE FULLY REMOVED FROM ALL CATCH BASINS, 8. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (E.G., ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 9. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. 10. SLURRY AND PROCESS WATER RESULTING FROM SAW CUTTING AND ASPHALT COLD -PLANING SHALL BE COLLECTED AND DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE WATER QUALITY PER DOE BMP C151: CONCRETE HANDLING, SAW CUTTING, AND BMP C152 SURFACE POLLUTION PREVENTION. CONTACT BOEING CM AND EHS TO GET DIRECTION FOR DISPOSAL OF SLURRY AND PROCESS WATER. 11. PROCESS WATER THAT IS GENERATED DURING HYDRO -DEMOLITION, SURFACE ROUGHENING, OR SIMILAR OPERATIONS SHALL NOT DRAIN TO ANY NATURAL OR CONSTRUCTED DRAINAGE CONVEYANCE AND SHALL BE DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUND WATER OR SURFACE WATER QUALITY STANDARDS 12. A STABILIZED CONSTRUCTION ENTRANCE IS REQUIRED AT ALL VEHICLE ENTRANCES. STABILIZED CONSTRUC11ON ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. AS CONSTRUCTION PROGRESSES STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT EACH ENTRANCE POINT. 13. CONTRACTOR SHALL PROVIDE HIGH VISIBILITY FENCE, CONSTRUCTION FENCING, AS REQUIRED FOR SAFETY. HIGH VISIBILITY FENCING LIMITS SHOWN ARE SCHEMATIC IN NATURE. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL UPDATE FENCING LIMITS TO MAINTAIN SITE SAFETY AND SECURITY WHILE ALLOWING FOR CONTINUOUS PEDESTRIAN AND VEHICULAR ACCESS AROUND THE SITE. CONTRACTOR SHALL COORDINATE FENCING LIMITS WITH OTHER CONTRACTORS WORKING IN THE PROJECT VICINITY. 14. THE CONTRACTOR SHALL EMPLOY EMERGENCY MEASURES TO REMOVE SEDIMENT FROM PAVED SURFACES. AS NEEDED, STREET SWEEPING SHALL BE CONSIDERED AN EMERGENCY MEASURE AND NOT BASIC COMPONENT OF THE TESC SYSTEM. SEDIMENT TRACKING ONTO PAVED SURFACES SHALL NOT BE WASHED INTO STORM DRAINS OR OTHER UTILITY INLETS. 15. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 15 DAYS SHALL BE STABILIZED WITH THE APPROVED TESC METHODS (E.G. SEEDING, MULCHING, NETTING, EROSION BLANKETS, ETC) LEGEND HVF HVF 0000000000•.o•.00000000000.•o.•000/ TEMPORARY CHAIN LINK CONSTRUCTION FENCE HIGH VISIBILITY FENCE PER WSDOT STD PLAN 1-10.10-01 SILT FENCE PER WSDOT STD PLAN 1-30.15-02 COMPOST SOCK PER WSDOT STD PLAN 1-30.40.01 STORM DRAIN INLET PROTECTION PER WSDOT STD PLAN 1-40.20-00 TOP OF BANK DENOTES APPROXIMATE DEMOLITION AND CLEARING EXTENTS. 8'-O" MIN 12 0"MAX TWISTED SELVAGE TOP AND BOTTOM 4 ii���i�i OA 1-77 771 NOTES: 1. CHAIN LINK FABRIC TO BE MIN. 11 GAUGE, GALVANIZED. NO RUSTED OR EXCESSIVELY MALFORMED FABRIC. 2. FENCE BASES SHALL BE OF SUFFICIENT WEIGHT AND/OR SPREAD TO ADEQUATELY SUPPORT EACH PANEL 3. INSTALL 11'-8" X 5'-6" MESH CONSTRUCTION SCRIM PER FENCE PANEL AND/OR CONSTRUC11ON WARNING SIGNAGE 50' O.C. TEMPORARY CHAIN LINK CONSTRUCTION FENCE SCALE: NTS 7771 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION TESC PLAN CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 ENGINEER A. GASTINEAU 07/25/17 CHECKED T. WHITEMAN 07/25/17 APPROVED SOUTH OXBOW BRIDGE SHEET C2 JOB NO. 1600438 COMP NO. DWG NO. it AVAIrAVAIVAIr S 102ND ST FLOATING TURBIDITY CURTAIN WITH 10 FT TRAIL CHAIN LINK FENCE ON EXIST BRIDGE DECK —GAS --GA, CAS—GG GAS GqS Know what's below. Call before you dig. SYM REVISION G 2 Luny'. GAS / r4,44 A i, ,...4�,7.4,�lipm„,,,,,v �; t S 6,& ill::: AOOk NdiPP” ..„ .,.. .... 'litiflt:•• •.• ele OA .... .... .... ... ... ... GqS ..., if... • GqS. .4 V 7 A 4 0 STRAW WATTLE, TYP W/ STAKES OR STEEL PINS TOWARDS E. MARGINAL WAY LIMITS OF ASPHALT CONCRETE PAVEMENT REMOVAL (FULL DEPTH) TEMP RELOCATE GAS BY PSE PRIOR TO BRIDGE REPAIR CONSTRUCTION BY MHHW LIMIT APPROVED DATE GAS 0 4" CHAIN LINK FENCE AND GATE GS -SAS —G.1G CAS G—GMS- G.ASG-- , „, 0.0,„ GAS SYM GAS SILT FENCt WITH STRAW WATTLE AT EDGE OF GqS CLEARING LIMIT REVISION To„ 0 0 CLEARING LIMITS. GRUBBING AS NECESSARY TO COMPLETE WORK IN PLANS TESC PLAN 0 4 8 12 16 SCALE IN FEET BY APPROVED DATE 0 0 gi_AmmErAormwe , 0 0 0/ ANK ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY '14/17 DEPT. DATE M FAULK D07/25/17 T. ANDERSOJN 07/25/17 EROSION CONTROL NOTES 1. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO ANY CONSTRUCTION ACTIVITIES. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR THROUGHOUT THE DURATION OF CONSTRUCTION. 2. THE TESC FACILITIES SHOWN ON THE PLANS SHALL BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING AC11VITIES AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM RIVER OR VIOLATE APPLICABLE WATER STANDARDS. 3. TEMPORARY DISCHARGES FROM THE SITE MUST MEET ALL NPDES AND LOCAL REQUIREMENTS INCLUDING BUT NOT LIMITED TO WATER QUALITY AND TURBIDITY MONITORING AND REPORTING REQUIREMENTS. 4. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, TESC FACILITIES SHALL BE UPGRADED (E.G., ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES,. ETC..) AS NEEDED TO COMPLY WITH NPDES AND LOCAL REQUIREMENTS. 5. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 6. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING ACTIVITIES. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 7. STORM DRAIN INLET PROTECTION SHALL BE USED FOR ALL CATCH BASINS WITHIN 500 FEET DOWN SLOPE OF DISTURBED AREAS, AND SHALL REMAIN IN PLACE UNTIL PROJECT COMPLETION. ONCE PROJECT IS COMPLETE, STORM DRAIN INLET PROTECTION SHALL BE FULLY REMOVED FROM ALL CATCH BASINS, 8. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (E.G., ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 9. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. 10. SLURRY AND PROCESS WATER RESULTING FROM SAW CUTTING AND ASPHALT COLD -PLANING SHALL BE COLLECTED AND DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE WATER QUALITY PER DOE BMP C151: CONCRETE HANDLING, SAW CUTTING, AND BMP C152 SURFACE POLLUTION PREVENTION. CONTACT BOEING CM AND EHS TO GET DIRECTION FOR DISPOSAL OF SLURRY AND PROCESS WATER. 11. PROCESS WATER THAT IS GENERATED DURING HYDRO -DEMOLITION, SURFACE ROUGHENING, OR SIMILAR OPERATIONS SHALL NOT DRAIN TO ANY NATURAL OR CONSTRUCTED DRAINAGE CONVEYANCE AND SHALL BE DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUND WATER OR SURFACE WATER QUALITY STANDARDS 12. A STABILIZED CONSTRUCTION ENTRANCE IS REQUIRED AT ALL VEHICLE ENTRANCES. STABILIZED CONSTRUC11ON ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. AS CONSTRUCTION PROGRESSES STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT EACH ENTRANCE POINT. 13. CONTRACTOR SHALL PROVIDE HIGH VISIBILITY FENCE, CONSTRUCTION FENCING, AS REQUIRED FOR SAFETY. HIGH VISIBILITY FENCING LIMITS SHOWN ARE SCHEMATIC IN NATURE. AS CONSTRUCTION PROGRESSES, CONTRACTOR SHALL UPDATE FENCING LIMITS TO MAINTAIN SITE SAFETY AND SECURITY WHILE ALLOWING FOR CONTINUOUS PEDESTRIAN AND VEHICULAR ACCESS AROUND THE SITE. CONTRACTOR SHALL COORDINATE FENCING LIMITS WITH OTHER CONTRACTORS WORKING IN THE PROJECT VICINITY. 14. THE CONTRACTOR SHALL EMPLOY EMERGENCY MEASURES TO REMOVE SEDIMENT FROM PAVED SURFACES. AS NEEDED, STREET SWEEPING SHALL BE CONSIDERED AN EMERGENCY MEASURE AND NOT BASIC COMPONENT OF THE TESC SYSTEM. SEDIMENT TRACKING ONTO PAVED SURFACES SHALL NOT BE WASHED INTO STORM DRAINS OR OTHER UTILITY INLETS. 15. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 15 DAYS SHALL BE STABILIZED WITH THE APPROVED TESC METHODS (E.G. SEEDING, MULCHING, NETTING, EROSION BLANKETS, ETC) LEGEND HVF HVF 0000000000•.o•.00000000000.•o.•000/ TEMPORARY CHAIN LINK CONSTRUCTION FENCE HIGH VISIBILITY FENCE PER WSDOT STD PLAN 1-10.10-01 SILT FENCE PER WSDOT STD PLAN 1-30.15-02 COMPOST SOCK PER WSDOT STD PLAN 1-30.40.01 STORM DRAIN INLET PROTECTION PER WSDOT STD PLAN 1-40.20-00 TOP OF BANK DENOTES APPROXIMATE DEMOLITION AND CLEARING EXTENTS. 8'-O" MIN 12 0"MAX TWISTED SELVAGE TOP AND BOTTOM 4 ii���i�i OA 1-77 771 NOTES: 1. CHAIN LINK FABRIC TO BE MIN. 11 GAUGE, GALVANIZED. NO RUSTED OR EXCESSIVELY MALFORMED FABRIC. 2. FENCE BASES SHALL BE OF SUFFICIENT WEIGHT AND/OR SPREAD TO ADEQUATELY SUPPORT EACH PANEL 3. INSTALL 11'-8" X 5'-6" MESH CONSTRUCTION SCRIM PER FENCE PANEL AND/OR CONSTRUC11ON WARNING SIGNAGE 50' O.C. TEMPORARY CHAIN LINK CONSTRUCTION FENCE SCALE: NTS 7771 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION TESC PLAN CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 ENGINEER A. GASTINEAU 07/25/17 CHECKED T. WHITEMAN 07/25/17 APPROVED SOUTH OXBOW BRIDGE SHEET C2 JOB NO. 1600438 COMP NO. DWG NO. GENERAL STRUCTURAL NOTES 1. ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, ENGLISH, DATED 2016, INCLUDING ALL AMENDMENTS THROUGH APRIL 3, 2017, UNLESS SPECIFIED OTHERWISE. 2. ALL NEW STRUCTURAL ELEMENTS ARE DESIGNED IN CONFORMANCE WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SEVENTH EDITION - 2014. 3. WELDING OF REINFORCING STEEL SHALL CONFORM TO THE AWS D1.4 (2011) AND STANDARD SPECIFICATION SECTION 6-02.3(24)E. 4. WELDING OF STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE AWS D1.5, 2015. 5. ALL DIMENSIONS AND ELEVATIONS THAT INFLUENCE THE FABRICATION, FITTING, DIMENSIONS, QUANTITY, INSTALLATION, PLACEMENT AND PERFORMANCE OF ANY AND ALL ELEMENTS SHOWN IN THE PROJECT PLANS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO CONDUCTING ANY WORK ASSOCIATED WITH THE ORDERING, FABRICATION, MOBILIZING, PLACEMENT OR INSTALLATION. IF FIELD VERIFIED DIMENSIONS AND ELEVATIONS DIFFER THAN THOSE SHOWN ON THE PLANS, THE CONTRACTOR SHALL NOTIFY ENGINEER BEFORE PROCEEDING. CONTRACTOR SHALL SUBMIT A RECORD OF MEASUREMENT TO THE ENGINEER. 6. THE CONTRACTOR SHALL NOTIFY AND COORDINATE WORK WITH ALL THE AFFECTED UTILITIES. 7. A CONSTRUCTION STAGING PLAN DEPICTING OR DESCRIBING THE SEQUENCE OF CONSTRUCTION EVENTS INCLUDING DEMO AND REMOVAL OPERATIONS FROM BEGINNING WORK TO COMPLETING WORK SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE ENGINEER PRIOR TO BEGINNING CONSTRUCTION OPERATIONS WITH THE EXCEPTION OF FIELD VERIFICATION EFFORTS AND SURVEYING. A PLAN, OR METHOD, TO ENSURE THE STABILITY OF THE EXISTING CAP BEAM DURING THE REMOVAL OF THE STEEL, SUPERSTRUCTURE, AND GIRDERS SHALL BE INCLUDED IN THE CONSTRUCTION STAGING PLAN. 8. OWNER SHALL HIRE AN INDEPENDENT INSPECTOR TO PROVIDE SPECIAL INSPECTIONS. 9. WSDOT STANDARD SPECIFICATIONS TAKE PRECEDENCE OVER REFERENCES TO IBC SPECIAL INSPECTIONS. CONCRETE: 1. ALL EXTERIOR CORNERS AND EDGES SHALL HAVE A 3/4"CHAMFER AND ALL INTERIOR CORNERS SHALL HAVE A 3/4"FILLET UNLESS NOTED OTHERWISE. 2. CONCRETE SPECIFICATIONS ARE PER NOTE 1 ABOVE. CONCRETE IN THE PRECAST DECK PANELS SHALL BE CLASS 5000. THE CONCRETE IN THE CURBS AND BARRIERS SHALL BE CLASS 5000. ALL OTHER CAST -IN-PLACE CONCRETE SHALL BE CLASS 5000 UNLESS NOTED OTHERWISE. 3. UNLESS OTHERWISE SHOWN ON THE PLANS, THE CONCRETE COVER MEASURED FROM THE FACE OF THE CONCRETE TO THE FACE OF ANY REINFORCING BAR SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST EARTH: CONCRETE EXPOSED TO EARTH OR WEATHER: PRIMARY REINFORCEMENT SECONDARY (TIES OR STIRRUPS) 3" 3" 2 1/2" 4. USE NON -SHRINK GROUT WITH MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI AT 28 DAYS WHERE GROUT IS CALLED OUT ON DRAWINGS. A FAST SETTING, NON -SHRINK GROUT, IS ALSO ACCEPTABLE BUT MUST MEET THE LOADING AND CAPACITY REQUIREMENTS OF THE WSDOT STANDARD GROUT. 5. HEADED SHEAR STUD CONNECTORS FOR FOUNDATION OR DECK SHALL BE ASTM A108 TYPE B AND INSTALLED IN ACCORDANCE WITH ANSI/AWS D1.1 AND THE MANUFACTURER'S RECOMMENDATIONS. CONCRETE REINFORCEMENT: 1. REINFORCING BARS SHALL BE ASTM A615 GR 60 AND BE EPDXY COATED ACCORDING TO ASTM A775 AND CONFORMING TO THE STANDARD SPECIFICATIONS. 2. ALL LAP SPLICE LENGTHS AND LOCATIONS SHALL CONFORM TO WSDOT STANDARDS, AND SHALL BE APPROVED BY THE ENGINEER. MINIMUM LAP SPLICE SHALL BE 2'-0". 3. MINIMUM CLEAR SPACING BETWEEN BARS IS 1.5DB PRESTRESSED CONCRETE: 1. PRESTRESSING STRANDS: 0.6" DIA. SEVEN -WIRE LOW -RELAXATION STEEL CONFORMING TO AASHTO M203, GRADE 270 2. REFER TO PRESTRESSED PANEL DRAWINGS FOR PRESTRESSED PANEL NOTES, CONCRETE STRENGTHS, AND PRESTRESSING FORCES. STEEL: 1. MICROPILES SHALL BE ASTM A500 GRADE B AND MEET THE REQUIREMENTS OUTLINED IN THE GEOTECHNICAL REPORT BY SOIL & ENVIRONMENTAL ENGINEERS, INC. DATED JUNE 22, 2017 AND ALL REQUIREMENTS SHOWN, DESCRIBED, OR OUTLINED IN THE CONTRACT PLANS. 2. SHEET PILES SHALL BE GRADE 50 AND MEET ALL REQUIREMENTS SHOWN, DESCRIBED, OR OUTLINED IN THE CONTRACT PLANS. 3. 12" STEEL PILE COLUMN E AT PIER 1 SHALL BE VIBRATED TO MINIMUM TIP EL. -30 AND SHALL BE PROOFED TO 30 TONS. IF CAPACITY IS NOT ACHIEVED, ALLOW TO SET OVERNIGHT AND REPROOF. 4. STEEL PLATES SHALL BE A572 GRADE 50. 5. STEEL PILES SHALL BE SURFACE PREPARED SSPC SP10 AND COATED WITH ONE COAT OF TNEMEC SERIES 142 EPDXOLINE APPLIED AT 16-20 MILL DFT OR SIMILAR TO THE DEPTHS SPECIFIED IN THE CONTRACT PLANS. TOUCH UP OF ANY DAMAGED AREAS SHALL OCCUR ONLY AFTER PROPER SURFACE PREPARATION PER MANUFACTURER'S RECOMMENDATIONS. 6. ALL BOLTS SHALL CONFORM TO AASHTO M164. ALL NUTS SHALL CONFORM TO AASHTO M252. NUTS AND BOLTS SHALL BE PAINTED. ALL OTHER STEEL SHALL BE APPROVED BY THE ENGINEER. Know what's below. CaII before you dig. SYM REVISION BY APPROVED DATE SYM REVISION ASPHALT: 1. WHERE ASPHALT IS CALLED OUT IN THE CONTRACT PLANS, CONTRACTOR SHALL PROVIDE HOT MIX ASPHALT PER THE WSDOT STANDARD SPECIFICATIONS. EXPANSION JOINT: 1. EXPANSION JOINT SHALL BE A CONTINUOUS STRIP SEAL AS SHOWN IN THE CONTRACT PLANS. STRIP SEAL SYSTEM SHALL BE AS OUTLINED IN THE STANDARD SPECIFICATIONS AND CONTRACT PLANS. ELASTOMERIC BEARING PADS: 1. THE ELASTOMERIC BEARING PAD MATERIALS SHALL CONFORM TO THE STANDARD SPECIFICATIONS AND THE REQUIREMENTS SHOWN IN THE CONTRACT PLANS. COMPRESSIBLE MATERIAL: 1. WHERE CALLED OUT IN THE CONTRACT PLANS, THE COMPRESSIBLE MATERIAL SHALL BE "PREMOLDED JOINT FILLER FOR EXPANSION JOINTS" AS DESCRIBED IN THE STANDARD SPECIFICATIONS. GEOTEXTILE FABRIC: 1. GEOTEXTILE FABRIC SHALL BE PLACED BETWEEN ALL EXCAVATED AND BACKFILLED SOIL BOUNDARIES. GEOTEXTILE FABRIC SHALL ALSO BE PLACED WHERE NOTED IN CONTRACT PLANS. GEOTEXTILE FABRIC SHALL BE A NON -WOVEN GEOTEXTILE HAVING A MINIMUM 200 POUNDS GRAB TENSILE STRENGTH. EXCAVATION AND BACKFILL: 1. FREE DRAINING ROCK MATERIAL SHALL BE 2 -INCH BALLAST. THE BALLAST/ROCK SHALL BE PLACED IN 10 -INCH THICK LIFTS AND COMPACTED TO A FIRM NON -YIELDING CONDITION USING A VIBRATORY PLATE COMPACTOR THAT WEIGHS AT LEAST 1000 POUNDS. WHERE FREE DRAINING MATERIAL IS PLACED, THE EXCAVATION SHALL BE PERFORMED WITH A FLAT -END BUCKET TO AVOID DISTURBING THE SUBGRADE. 2. BACKFILL SHALL BE CLEAN, WELL COMPACTED, AND CONFORM TO TYPICAL ROADWAY DESIGN WHERE APPLICABLE. ARMORED SLOPE: 1. WHERE "ARMORED SLOPE" IS CALLED OUT IN THE CONTRACT DOCUMENTS, A 2H:1V ARMORED SLOPE IS TO BE BUILT. THE SLOPE SHALL BE BUILT WITH 4 -FOOT -WIDE BENCHES AND 2 -FOOT -HEIGHT STEPS. A NON -WOVEN GEOTEXTILE HAVING A MINIMUM 200 POUNDS GRAB TENSILE STRENGTH SHOULD BE INSTALLED OVER THE BENCHED SUBGRADE. THEN, 4 TO 6 -INCH SIZE QUARRY SPALLS SHOULD BE PLACED UNTIL A SMOOTH 2H:1V SLOPE FACE IS ACHIEVED. DESIGN CRITERIA: 1. DEAD LOADS: PRESTRESSED CONCRETE REINFORCED CONCRETE STEEL ASPHALT 2. LIVE LOADS: SIDEWALKS TRAFFIC LANES 3. IMPACT LOADS: IM 4. SEISMIC: 165 PCF 155 PCF 490 PCF 140 PCF 100 PSF HS -20 TRUCK (TO MATCH EXISTING REMAINING STRUCTURE) 33% 0.66*W (TO MATCH 1995 DESIGN ACCELERATION OF 0.66G FOR EXISTING STRUCTURE; EXISTING STRUCTURE UTILIZED AN R = 3 N/S AND R = 5 E/W AND THE SYSTEM IS LEFT UNCHANGED. NEW ABUTMENT UTILIZES BATTERED MICROPILES TO RESIST SEISMIC FORCES.) 0.4*W FOR CONCRETE ELEMENTS SUPPORTED BY BEARING PADS (0.4 COEFFICIENT OF FRICTION) 0.35*W FOR STEEL ELEMENTS SUPPORTED BY BEARING PADS (0.35 COEFFICIENT OF FRICTION) 16*H FOR SEISMIC SOIL PRESSURE WHERE W = SEISMIC WEIGHT H = SOIL DEPTH 5. SOILS: SEE GEOTECHNICAL REPORT BY S&EE DATED JUNE 22, 2017 FOR SOIL CONDITIONS CONSIDERED. 6. CONSTRUCTION LOADS: CONSTRUCTION LOADS AND WORK PLATFORMS SHALL BE DEVELOPED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. 7. TRAFFIC BARRIER CRASH LOAD: 27 KIP LATERAL LOAD CONSISTENT WITH TL -2 LOADING PER AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS. CONTAINMENT: 1. NO MATERIAL RESULTING FROM CONSTRUCTION WORK SHALL FALL IN WATER. CONTAINMENT MEASURES SHALL BE AS OUTLINED IN CONTRACT PLANS. BY APPROVED DATE BOE/W. ° cY- ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY 14/17 DEPT. DATE DATUMS: 1. VERTICAL DATUM IS NGVD29. 2. ALL ELEVATIONS ARE IN FEET. VERTICAL DATUM CONVERSION TABLE NOAA/NOS 8TH AVENUE BENCHMARK* TIDE PLANE MLLW NAVD88 NGVD29 DESIGN HIGH WATER 16.0 13.5 10.0 ESTIMATED HIGHEST WATER 15.0 12.5 9.0 MEAN HIGHER HIGH WATER 11.1 8.6 5.1 MEAN HIGH WATER 10.2 7.7 4.2 MEAN PDE LEVEL 6.45 3.97 0.44 MEAN LOW WATER 2.7 0.2 -3.3 MEAN LOWER LOW WATER 0.00 -2.48 -6.01 LINE OF VEGETATION 11.00 8.5 5.0 *PROVIDED BY SURVEYOR DEFERRED SUBMITTALS: 1. PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRED SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO FOLLOWING: MICROPILES DRAWN M. FAULK D07/25/17 CHECKED T. ANDERSON 07/25/17 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2011 City of Tukwila BUILDING DIVISION REID MIDDLETON, r.!C, 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com GENERAL NOTES ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 07/25/17 07/25/17 SOUTH OXBOW BRIDGE CURRENT REVISION SHEET SO DATE 9/14/17 JOB NO. 1600438 COMP NO. DWG NO. STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING TABLESPECIAL SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS I PERIODIC CONCRETE INSPECTIONS SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE CODE OR STANDARD FREQUENCY (NOTE 6) REFERENCE REFERENCE CONTINUOUS j PERIODIC - SOILS MATERIAL VERIFICATION OF WELD FILLER METALS VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. TB 1705.6 1705.6 GEOTECHNICAL REPORT - X BY THE GEOTECHNICAL ENGINEER - X VERIFY EXCAVA11ONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. - X PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. X - VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPAC110N OF COMPACTED FILL. - X PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. DRIVEN DEEP FOUNDATION ELEMENTS VERIFY ELEMENT MATERIALS, SIZES AND LENGTHS COMPLY WITH THE REQUIREMENTS. TB 1705.7 1705.7 I GEOTECHNICAL REPORT X - BY THE GEOTECHNICAL ENGINEER: SPECIAL INSPECTIONS APPLY TO ELEMENT TYPE AND SIZE, CAPACITY OF TEST ELEMENTS, CONDUCT LOAD TESTS (IF REQUIRED), RECORD BLOW COUNT PER FOOT OF PENETRATION AND TIP/CUTOFF ELEVATIONS (IF APPLICABLE), DOCUMENT ANY ELEMENT DAMAGE. X - - DETERMINE CAPACITIES OF TEST ELEMENTS AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED. X - - INSPECT DRIVING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. X - _ VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM TYPE AND SIZE OF HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE DESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY DAMAGE TO FOUNDATION ELEMENT. FOR STEEL PILES, PERFORM ADDITIONAL INSPECTIONS. 1705.2 - - - REFER TO TABLE 2 FOR ADDITIONAL MATERIALS RELATED SPECIAL INSPECTIONS AND TABLE 3 FOR TESTING BY SPECIAL INSPECTOR. TABLE 2 - REQUIRED STRUCTURALCI L INSPECTIONS SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS I PERIODIC CONCRETE INSPECT REINFORCEMENT, INCLUDING EMBEDMENTS AND PRESTRESSING TENDONS, AND VERIFY PLACEMENT. TB 1705.3(1) 1705.3 ACI 318: 20, 25.2-25.3, 26.6.1-26.6.3, 26.8, 26.13.3 - X TOLERANCE AND REINFORCING PLACEMENT PER ACI 31a: 26.6 INSPECTION OF REINFORCING STEEL WELDING . TB 1705.3(2) 1705.3.1 ACI 318: 26.6.4 AWS D1.4: 7 - - EXCEPT AS NOTED OTHERWISE MATERIAL VERIFICATION OF WELD FILLER METALS 1705.3.1COPY _ X MANUFACTURER'S CERTIFIED TEST REPORTS VERIFYING USE OF PROPER WELDING PROCEDURE SPECIFICATIONS - X OF WELDING PROCEDURE SPECIFICATIONS VERIFYING WELDER QUALIFICATIONS - X COPY OF QUALIFICATION CARDS VERIFY WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706. TB 1705.3X (2.a) AWS D1.4 ACI 318: 26.6.4 INSPECT REINFORCING STEEL MECHANICAL COUPLERS, TERMINATORS AND FORM SAVERS - CERTIFIED MILL TEST REPORTS INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 5/16" TB 1705.3 (2.b) - X INSPECTION TASKS PRIOR TO WELDING: INSPECT ALL OTHER WELDS TB 1705.3ALL (2.c) X - WELDS VISUALLY INSPECTED PER AWS D1.4: 7.5 VERIFY USE OF REQUIRED DESIGN MIX. TB 1705.3(5) 1705.3 1904 1908.2 1908.3 ACI 318: 19 26.4.3-26.4.4, 26.13.3 - X - PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. 170 TB 170 TB 5.3(6) 10 ASTM C 172 ASTM C 31 ACI 318: 26.4, 26.12 X - - INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. TB 1705.3(7) 1705.3 1908.6-8 ACI 318: 26.5, 26.13.3 X - - VERIFY CURING METHOD AND DURATION OF CURING FOR EACH MEMBER. - ,ACI 318: 26.13.3.3(b) - X - Know what's below. CaII before you dig. SYM REVISION BY APPROVED DATE SYM REVISION SYSTEM OR MATERIAL INSPEC110N REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS PERIODIC VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. TB1801705.3(8) 7 5 3(8) 1908 9 ACI 318: 26.5.3-26.5.5, 26.13.3 - X - INSPECT PRESTRESSED CONCRETE FOR APPLICATION OF PRESTRESSING FORCES AND GROUTING OF BONDED PRESTRESSING TENDONS TB 1705.3(9) 1705.3 ACI 318: 26.10, 26.13.3 X X - INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. TB 1705.3(10) 1705.3 ACI 318: 26.9, 26.13.3 - X ALL CONNECTIONS VISUALLY INSPECTED, REFER TO ANCHOR AND WELDING REQUIREMENTS. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST -TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. TB 1705.3(11) 1705.3 ACI 318: 26.10.2, 26.11.2, 26.13.3 - X - INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. TB 1705.3(12) 1705.3 ACI 318: 26.11.1.2(b) - X - INSPECT REINFORCING STEEL MECHANICAL COUPLERS, TERMINATORS AND FORM SAVERS - ICCAPMO EVALUATION REPORTS - X VISUALLY INSPECT FOR CORRECT ASSEMBLY AND LOCATION STEEL INSPECTION TASKS PRIOR TO WELDING: WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE 1705.2 AISC 360: TB N5.4-1 N AISC 360:5.4 N - X - MANUFACTURER CER11FICATIONS FOR WELDING CONSUMABLES AVAILABLE - X - MATERIAL IDENTIFICATION (TYPE/GRADE) X - - WELDER IDENTIFICATION SYSTEM X - - FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY): JOINT PREPARATION, DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), BACKING TYPE AND FIT (IF APPLICABLE) X - - CONFIGURATION AND FINISH OF ACCESS HOLES X - - FIT -UP OF FILLET WELDS: DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION) BACKING TYPE AND AT (IF APPLICABLE) X - - CHECK WELDING EQUIPMENT - - FABRICATOR OR ERECTOR SHALL OBSERVE INSPECTION TASKS DURING WELDING: USE OF QUALIFIED WELDERS 1705.2 AISC 360: TB N5.4-2 AISC 360: N5.4 X - - CONTROL AND HANDLING OF WELDING CONSUMABLES: PACKAGING, EXPOSURE CONTROL X - - NO WELDING OVER CRACKED TACK WELDS X - - ENVIRONMENTAL CONDITIONS: WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE X - - WPS FOLLOWED: SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.), PROPER POSITION (F, V, H, OH) X - - WELDING TECHNIQUES: INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS X - - INSPECTION TASKS AFTER WELDING: WELDS CLEANED 1705.2 AISC 360: TB N5.4-3 AISC 360: N5.4 X - - SIZE, LENGTH AND LOCATION OF WELDS - X - WELDS MEET VISUAL ACCEPTANCE CRITERIA: CRACK PROHIBITION, WELD/BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY - X - ARC STRIKES - X - K -AREA - X - BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) - X - REPAIR ACTIVITIES - X - DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER - X - APPROVED DATE ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS I PERIODIC INSPECTION TASKS PRIOR TO BOLTING: MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS 1705.2 AISC 360: TB N5.6-1 AISC 360: N5.6 - X - FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS X - - PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) X - - PROPER BOLTING PROCEDURE FOR JOINT DETAIL X - - CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPUCABLE REQUIREMENTS X - - PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBUES AND METHODS USED X - - PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS X - - INSPECTION TASKS DURING BOLTING: FASTENER ASSEMBUES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED 1705.2 AISC 360: TB N5.6-2 AISC 360: N5.6 X - - JOINT BROUGHT TO SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION X - - FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING X - - FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMA11CALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES X - - INSPECTION TASKS AFTER BOLTING: DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS 1705.2 AISC 360: TB N5.6-3 - X - NOTE: SEE S1.2 FOR STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES. DATE 07/25/17 07/25/17 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION EMD MIDDLETON, INC. SPECIAL INSPECTIONS CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 07/25/17 07/25/17 14/I7 SOUTH OXBOW BRIDGE SHEET JOB NO. 1600438 COMP NO. DWG NO. STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING TABLE 2B -REQUIRED STRUCTURAL SPECIAL INSPECTIONS FOR WIND RESISTANCE SYSTEM OR MATERIAL INSPECTION IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS I PERIODIC REMARKS GENERAL INSPECT FASTENING OF CANOPY FRAMING CONNECTIONS. 1705.11.3 X REPLACE IN KIND TALIEILIEE3® REQUIRED STRUCTURAL TESTING SYSTEM OR MATERIAL FREQUENCY TESTING MT OF K -AREA OF ROLLED WIDE FLANGE COLUMN WEBS ADJACENT TO DOUBLER/CONTINUITY PLATE WELDS REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS PERIODIC REFER TO DRAWINGS FOR LOCATIONS UT OF BASE METAL THICKER THAN 1-1/2" SUBJECT TO THROUGH -THICKNESS WELD SHRINKAGE STRAINS GEOTECHNICAL BEHIND AND ADJACENT EACH WELD FILL IN-PLACE DENSITY OR PREPARED SUBGRADE DENSITY 1705.6 VARIES; MINIMUM PER IBC APPENDIX J107.5 - X BY THE GEOTECHNICAL ENGINEER MATERIAL VERIFICATION VARIES; CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS - X BY THE GEOTECHNICAL ENGINEER TEST PILES - - - - BY THE GEOTECHNICAL ENGINEER CONCRETE COMPOSITE SAMPLES 1903 ASTM C 172 ACI 318: 26.12 ONE SAMPLE FOR EA 150 CY NOR LESS THAN 5,000 SQ FT OF SLABS AND WALLS, ONE SET PER DAY MIN OBTAIN WHEN FRESH CONCRETE IS PLACED FOR EACH MIX DESIGN USED CONCRETE STRENGTH, UNO1705.3 ASTM C 39 ACI 318: 26.12 EACH SAMPLE: 1 CYL - 7 DAYS 3 CYL - TEST AGE 1 CYL - HOLD (NOTE 7) REFER TO CONTRACT PLANS AND SPECIFICATIONS FOR TEST AGE. CYL =CYLINDER CONCRETE SLUMP ASTM C 143 ONE TEST PER COMPOSITE SAMPLE AT POINT OF PLACEMENT CONCRETE AIR CONTENT ASTM C 231 ONE TEST PER COMPOSITE SAMPLE MIN ONE PER DAY CONCRETE TEMPERATURE ASTM C 1064 ONE TEST PER COMPOSITE SAMPLE ONE TEST PER HOUR WHEN AIR TEMP IS BELOW 40 DEG F OR ABOVE 80 DEG F STEEL RADIOGRAPHIC (RT) MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT) TESTING OF WELDS AISC 360 N5.5 RT- AWS D1.1: 6.16 MT- AWS D1.1: 6.14.4 UT- AWS D1.1: 6.13 & 6.14.3 PER DRAWINGS ALL CJP WELDS IN MATERIALS 5/16" OR GREATER REQUIRE UT TESTING PRE -CONSTRUCTION TESTING OF WELDED STUDS 1705.2.2 AWS D1.1: 7.7.1 EACH SIZE AND TYPE OF STUD EACH SHIFT _ PRE -INSTALLATION VERIFICATION OF PRETENSIONED HIGH STRENGTH BOLTS 1705.2.1 AISC 360: TB N5.6-1 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, SECTION 7 EACH COMBINATION OF DIAMETER, LENGTH, GRADE, AND LOT TO BE USED IN THE WORK _ STAINLESS STEEL ULTRASONIC (UT) TESTING OF WELDS IAISC 360: 5.0 IUT-AWS D1.6: 6.13 IPER DRAWINGS 1 - TABLE 4 -REQUIRED STRUCTURAL TESTING FOR SEISMIC RESISTANCE SYSTEM OR MATERIAL TESTING IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY REMARKS CONCRETE REINFORCEMENT TEST ASTM A 615 REINFORCEMENT 1704.5(7) 1705.13 ACI 318: 20.2.2.5 NOT REQUIRED WHEN CERTIFIED MILL TEST REPORTS ARE PROVIDED. TEST ASTM A 615 REINFORCEMENT FOR WELDABILITY WHEN SUCH REINFORCEMENT IS TO BE WELDED 1704.5(6) 1705.13 ACI 318: 26.6.4 Know what's below. CaII before you dig. SYM REVISION BY APPROVED DATE SYM REVISION SYSTEM OR MATERIAL TESTING REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY STEEL MT OF K -AREA OF ROLLED WIDE FLANGE COLUMN WEBS ADJACENT TO DOUBLER/CONTINUITY PLATE WELDS 1705.13.1 AISC 341: J6.2a AWS D1.1: 6.14.4 EACH PLATE LOCATION - MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT) TESTING OF COMPLETE JOINT PENETRATION GROOVE (CJP) WELDS IN MATERIALS 5/16" THICK AND GREATER AISC 341: J6.2b MT - AWS D1.1: 6.14.4 UT - AWS D1.1: 6.13 & 6.14.3 UT 100% OF WELDS MT 25% OF WELDS REFER TO DRAWINGS FOR LOCATIONS UT OF BASE METAL THICKER THAN 1-1/2" SUBJECT TO THROUGH -THICKNESS WELD SHRINKAGE STRAINS AISC 341: J6.2c AWS D1.1: 6.13 & 6.14.3 BEHIND AND ADJACENT EACH WELD _TO MT OF THERMALLY CUT SURFACES OF BEAM COPES AND ACCESS HOLES AT WELDED SPLICES AND CONNECTIONS WHEN THE FLANGE THICKNESS EXCEEDS 1-1/2" FOR ROLLED SHAPES OR THE WEB THICKNESS EXCEEDS 1-1/2" FOR BUILT-UP SHAPES AISC 341: J6.2d AWS D1.1: 6.14.4 EACH LOCATION MT OF THE WELD AND ADJACENT AREA IN A REDUCED BEAM SECTION (RBS) PLASTIC HINGE REGION REPAIRED BY WELDING AISC 341: J6.2e AWS D1.1: 6.14.4 EACH LOCATION - MT OF THE ENDS OF FLANGE WELDS FROM WHICH WELD TABS HAVE BEEN REMOVED AISC 341: J6.2f AWS D1.1: 6.14.4 EACH LOCATION - STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES: 1. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (IBC) AND THE REFERENCE CODES AND STANDARDS LISTED IN NOTE 2. REFER TO TABLES 1 AND 2 FOR SPECIAL INSPECTION AND TABLES 3 AND 4 FOR TESTING REQUIREMENTS. 2. REFERENCE CODES AND STANDARDS ARE AS FOLLOWS: IBC ACI AWC AWS ASTM AISC RCSC TMS SDI 2015 318-14 SDPWS 2015 CURRENT EDITION CURRENT EDITION 360-10 341-10 2009 402-13, 602-13 QA/QC-2011 3. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED QUALIFIED TESTING AND INSPECTING AGENCY MEETING THE REQUIREMENTS OF ASTM E 329 (MATERIALS), ASTM D 3740 (SOILS), ASTM C 1077 (CONCRETE), ASTM A 880 (STEEL), AND ASTM E 543 (NON-DESTRUCTIVE). THE TESTING AND INSPECTING AGENCY SHALL FURNISH TO THE ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. AND WABO. 4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. ISSUES REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY UPON DISCOVERY. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, ENGINEER, CONTRACTOR, AND OWNER. THE TESTING AND INSPECTING AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. 6. CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. 7. INDICATED CONCRETE TESTING MEETS MINIMUM REQUIREMENTS FOR STRUCTURAL TESTING TO BE PROVIDED BY THE APPROVED QUALIFIED TESTING AND INSPECTING AGENCY. ADDITIONAL TESTING FOR CONSTRUCTION CONSIDERATIONS ARE NOT INDICATED AND SHALL BE DETERMINED BY THE CONTRACTOR AND PROVIDED AT CONTRACTOR'S EXPENSE. SUBMITTALS: BY SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE REINFORCEMENT, PRECAST OR PRESTRESSED CONCRETE ITEMS, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, AND SHEAR STUD LAYOUT. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. APPROVED DATE ?1, BOE/N- ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON D0TE 7/25/17 07/25/17 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION REID [\IHDDLETON, INC. SPECIAL INSPECTIONS CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.corn DATE 9/14/17 ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 07/25/17 07/25/17 SOUTH OXBOW BRIDGE SHEET S1 .2 JOB NO. 1600438 COMP NO. DWG NO. i i PARCEL NO. 0423049150 DESIMONE TRUST 1.PABUTMEN12 (WE T) 1 P11 P10 P9 Q P8 DNR EASEMENT NO. 51-A24940 BRG ONNOM .1•10 WINN 301'-0" . TO C. BRG • BRG �. P7 TO SR99 ) BRG WEST ABUTMENT ) ) ) (U ( CURB LINE ( PRECAST CONC DECK, TYP S. 102ND ST. PARCEL NO. 0423049195 DNR BRIDGE ) ROADWAY { O PLAN VIEW SIDEWALK ) LIMITS OF WORK ZONE THIS CONTRACT REPLACE 12" TIMBER PILE (COLUMN E) WITH 12" STEEL PIPE PILE P6 1 P5 SCALE IN FEET 111321"-- P4 P3 C. P2 1 P1 ) {) ) EXISTING TIMBER PILES NUMBERING, TYP STEEL GIRDER, TYP COL E O COL D -., COL C COL B CO A 1 i 1 PARCEL NO. I042304916 BOEING PO (EAST ABUTMENT) 40'-0" CITY RIGHT OF WAY E 0 V) IIIA li�S9�t�l 41/:1( �!� + I� �\‘,\\, } ; 111 '� MHHW LINE ,11 , ;,) j ij., r , 11\ I , , PARCEL ' ; NO. 0423049002 �,STRICK ST0 GE I jj, I'/A1 i1, NEW SHEET PILE, TYP NO WORK FOR THIS PORTION OF L APROX. WORK LIMITS FOR THIS CONTRACT BRIDGE UNDER THIS CONTRACT 2 PROPOSED CONSTRUCTION LAY DOWN AREA REMOVE AND REPLACE SIDEWALK AND CURBS IN I I BOEING j I I7 NEW MICROPILES, TYP KIND PARCEL NO. 042304916 ammo (BATTERED PILES NOT SHOWN FOR CLARITY) NEW APPROACH SPAN BORING LOCATION B-1 NEW FOOTING S ROAD CLOSURE BARRIER DURING CONSTRUCTION BY CON'IRACTO --., RD BRG FOR EXISTING AND REINSTALLED SPAN 1 GIRDERS C. PO (EAST ABUTMENT) Cr P1 SPAN 1 O REMOVE AND REINSTALL STEEL GIRDERS, CONCRETE DECK PANELS, BARRIERS AND CANOPY - SPAN 1 AND PORTION OF SPAN 2 (SEE SHT S3) BACK OF PVM'T SEAT EXIST TRAIL V EL 14.75' (6.00' ABOVE 100 YR FLOOD) p EL 10.00' HIGH WATER p EL 5.10' MHHW EL 0.00' DATUM (NGVD 29) 0 EL -6.01' MLLW /1r Know what's below. CaII before you dig. SYM REVISION BY APPROVED PILE TIP EL /- UNKNOWN, TYP DATE SYM REVISION BY 5 COLUMN TIMBER PILE BENT, TYP ELEVATION VIEW APPROVED SCALE: 1/16" = 1'-0" DATE Q� OE/NG' - CATWALK TO REMAIN WEST OF P1 DEPTH OF NEW PILE AT PIER 1, SEE SHEET S4 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE CATWALK TO BE REMOVED EAST OF P1. CONTRACTOR SHALL SUBMIT REMOVAL PLANS FOR REVIEW DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 14/17 07/25/17 07/25/17 07/25/17 07/25/17 NEW PRECAST APPROACH SPAN NEW FOOTING NEW BACKFILL ACCESS DOOR (SEE S13) NEW SHEET PILE, TYP NEW MICROPILE, TYP * PARCEL NO. 04230491 BOEING PROPERTY LINES ARE ESTIMATED, TYP PARCEL NO. 0423049002 STRICK STORAGE YARD REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION NOTES: 1. THIS CONTRACT IS FOR REPLACEMENT OF THE EAST TIMBER ABUTMENT (PIER "0") WITH A STEEL SHEET PILE AND MICROPILE SYSTEM. THE WORK ALSO INCLUDES REPLACEMENT OF DECK PANELS, BARRIERS, APPROACH SPAN, BACKFILL AND REPLACEMENT OF COLUMN "E" ON PIER 1. CONTRACTOR SHALL PROVIDE A TEMPORARY LATERAL SUPPORT SYSTEM FOR THE EAST ABUTMENT PRIOR TO REMOVAL OF SPAN 1 AND APPROACH SLAB TO ENSURE LATERAL STABILITY OF EXISTING ABUTMENT DURING REMOVAL OF GIRDERS AND APPROACH SLAB. REMOVE, SALVAGE, AND REINSTALL EXISTING STOP SIGN, BOEING PRIVATE PROPERTY SIGN AND FLASHING RED SIGNAL AFTER COMPLETION OF REPAIRS. BRIDGE SITE PLAN SOUTH OXBOW BRIDGE CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 SHEET S2 JOB NO. 1600438 COMP NO. DWG NO. EXISTING TELECOM TEMP RELOCATE FIBER BY CENTURYLINK PRIOR TO BRIDGE REPAIR CONSTRUCTION BRIDGE STEEL P1 SPAN 1 STRUCTURE TO REMAIN TEMP REMOVE AND REINSTALL REMOVE CONDUIT STEEL GIRDERS AND CAP AT ENDS r REPLACE SLAB PANELS, SLAB PANELS, CURBS, CURBS, AND BARRIERS AND BARRIERS TO RE AIN T---- ----- i/ �% UTILITY CABINET TO BE PERMANENTLY REMOVED / moi" o/, EXISTING FIBER EXISTING PRECAST CONCRETE PLANK EXISTING ASPHALT TOPPING 4"x6" BLOCKOUT AT 2'-0" W/ 3/4"0x4" NELSON STUD. FILLED WITH POURABLE GROUT. CHIP OUT TO REMOVE PANELS AND GIRDERS. REUSE THE NELSON STUDS WHEN PLACING THE NEW DECK PANELS. DAMAGED STUDS SHALL BE REPLACED IN KIND. COVERED WALKWAY TO BE REMOVED AND REINSTALLED AS IS FOR LIMITS NECESSARY AS DETERMINED BY CONTRACTOR EXISTING CONCRETE APPROACH SLAB AND ANY SUPPORTS TO BE PERMANENTLY REMOVED 3/4" NON -SHRINK GROUT REPLACE WITH CHOCKFAST ORANGE OR SIMILAR TO ENSURE FULL BEARING OF PANEL TO ENTIRE TOP SURFACE OF TOP FLANGE CHIP OUT GROUT TO REMOVE PANELS AND REPAIR AS NECESSARY, SEE DETAIL 1 EXISTING TIMBER BACKWALL TO BE PERMANENTLY REMOVED BRIDGE ROADWAY EXIST PRECAST CONCRETE PANEL DECK ON STEEL WIDE FLANGE GIRDERS BORING LOCATION B-1 EXISTING STEEL PIER CAP BEAM REMOVE EXISTING EXPANSION JOINT S. 102ND ST. EXISTING TYPICAL DECK PANEL TO PIER AND GIRDER CONNECTION -- GAS -- EXIST CONCRETE PILE CAP TO BE PERMANENTLY REMOVED SCALE: 3/4"= 1'-0" CA CAS ArA*117:41111" Pr: s _J� EXIST 4" GAS � � o e� � GA't 4 B ��As EXISTING TIMBER WING WALLS TO BE PERMANENTLY REMOVED, TYP EXIST UMBER PILES TO% AAA z BE PERMANENTLY TEMPORARY TIEBACK ANCHOR, REMOVED, NP / TYP (CONTRACTOR MAY SUBMIT a OTHER CONCEPT TO ENGINEER) / O SAWCUT AT EXISTING PRECAST PANEL SEAM REMOVE CATWALK EAST OF P1 TEMP RELOCATE GAS BY PSE PRIOR TO BRIDGE REPAIR CONSTRUCTION c_ PO (EAST ABUTMENT) REMOVE AND REINSTALL MHHW LIMIT MHHW LIMIT PROPERTY LINES ARE ESTIMATED, TYP STEEL GIRDERS REPLACE RAILINGS, CURBS, SIDEWALKS AS NECESSARY TO COMPLETE WORK REMOVE DECK PANEL AND BARRIERS TO FIRST TRANSVERSE DECK PANEL JT WEST OF P1 (FIELD MEASURE) APPROACH SLAB /.//////(// 1// LIMITS OF ASPHALT CONCRETE PAVEMENT REMOVAL (FULL DEPTH). PROTECT AND REPAIR PAVEMENT BEYOND SAWCUT LIMITS STEEL GIRDERS COLUMN E ONLY CAP BEAM EXCAVATION (MAY INCLUDE RIP RAP) LEGEND DENOTES APPROXIMATE LIMITS OF DEMOLITION. EXISTING PLAN - EAST ABUTMENT D 4 8 12 16 TIMBER PILES TO BE REMOVED 2'-0" BELOW MUDLINE MINIMUM NOTE: COVERED WALKWAY TO BE REMOVED AT NEXT SUPPORT WEST OF DECK PANEL JOINT AND REINSTALLED AS IS, OR AS RECOMMENDED BY CONTRACTOR TO BEST ACHIEVE PROJECT GOALS. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 TO BE REMOVED TO BE REMOVED AND REINSTALLED TO BE REPLACED City of Tukwila BUILDING DIVISION SCALE IN FEET SECTION - EAST ABUTMENT CA) SCALE: 1/4"= 1'-0" Know what's below. CaII before you dig. 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com REVISION APPROVED REVISION APPROVED gli....mszwG° ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. FAULK CHECKED T. ANDERSOJN ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED D07/25/17 07/25/17 07/25/17 DEMOLITION SITE PLAN AND DETAILS 07/25/17 SOUTH OXBOW BRIDGE 14/17 CURRENT REVISION SHEET JOB NO. DWG NO. 1600438 COMP NO. P1 .. SHEET PILE FRONT WALL c., EXISTING AND REINSTALLED SPAN 1 BRG NEW MICROPILE BRG . SHEET PILE BACK WALL 18'-0" 16'-0" 2'-O, 16'-0" -41 l B A WINGWALL (FRONT WALL) AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) REPLACE COLUMN E LIMITS OF WEEP HOLES AND PVC DRAIN PIPE PERFORATED PVC PIPE, TYP - AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) FRONT WALL BRIDGE NEW VERTICAL MICROPILE, TYP CO // COMPACTED FREE DRAINING ROCK WINGWALL (BACK WALL) TOP EL 15.8 TOP EL 15.8 TIP EL -12.3 EXIST TIMBER PILES TO BE REMOVED AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) CO • T I J LL -1 w CL OCD O- APPROACH SPAN CONCRETE FOOTING AZ 19-700 GR 50 OR SIMILAR (SEE NOTE 1) UNO BACK WALL COMPACTED FREE DRAINING ROCK SIDE WALL SIDE WALL APPROACH SPAN FOOTING 3'x3' ACCESS HATCH LL VAULT (SEE S12) COMPACTED FREE \\ DRAINING ROCK t`'‘O O/0 \ \\ \ \� •0 FOUNDATION PLAN SCALE: 1/4" = 1'-O" WINGWALL (FRONT WALL) TOP EL 15.8 TIP EL -12.3 CUT SHEET PILE AROUND FOOTING AS NEEDED WITH ENGINEER APPROVAL, TYP WINGWALL (BACK WALL) 1" MIN VERIFICATION MICROPILE (SEE NOTE 5) u O I t 0 I r) SHEET PILE SIDE WALL q_ SHEET PILE SIDE WALL 1"± COMPRESSIBLE MATERIAL TO FILL GAP WHERE APPROACH SLAB EXISTS ABOVE EL 17.5 P1 17'-0" � EXIST AND REINSTALLED SPAN 1 BRG NEW VERTICAL MICROPILE BRG BACK OF PAVEMENT SEAT 35'-3" 11" J NEW PRECAST APPROACH SLAB, CONCRETE TOPPING, AND ASPHALT OVERLAY SEE S8 APPROACH SPAN CONCRETE FOOTING NEW 12"ODx3/8" STEEL PILE APPROX GROUND LINE .may/\\ 1/2" STEEL BEARING PLATE L OPEN ENDED 4" AT FRONT WALLS 1" AT WING WALLS, BACK WALLS. SIDE WALLS MIN z -PL 1/2 CONT IP - 1/4 \1-6/TYP 1/4 /1-6 \ SHEET PILE HW EL 10.0 MHW EL 4.2 v r/\�//,y MLW EL -3.3 p --=-- 1"0 WEEP HOLES AT 4'x4' HORIZONTAL AND VERTICAL GRID PATTERN STARTING AT MUDLINE 4"0 SCH 80 PERFORATED PVC PIPE (SEE NOTE 6) 1 NEW SHEET PILE AZ 26-700 GR50 TIP EL -44.0 TIP EL -41.0 i/ O GEOTEXTILE FABRIC TOP EL 14.0' NEW CIP CONCRETE CAP BEAM, SEE 1/S6 TEMPORARY/ CONSTRUCTION STRUT (SEE NOTE 4) COMPACTED FREE DRAINING ROCK F - w 0 NEW PLUMB MICROPILE, SEE S5 SECTION 411:101.0. drop. GEOTEXTILE FABRIC BELOW FREE DRAINING ROCK TOP EL 14.5' 2:1 ARMORED SLOPE 9)-0" 4,-0" 5'-6" EL 1.0 NEW SHEET PILE AZ 19-700 GR 50 (SEE NOTE 3) TIP EL -12.5 NEW BATTERED MICROPILE, SEE S5 iok MICROPILES TYPE QTY COATING DEPTH MIN TIP EL ULTIMATE CAPACITY ALLOWABLE CAPACITY PLUMB 8 EL -4.0 -92.0 300 KIPS 120 KIPS BATTERED 6 EL -4.0 -92.0 300 KIPS 120 KIPS SHEET PILES WALL LENGTH* LENGTH* COATING DEPTH MIN Zx (in3 /ft) BACK WALLS 68'-4" 26'-6" EL -4.0 36.4 * CONTRACTOR TO VERIFY AND ADD CONTINGENCY AS REQUIRED. 1/2" STEEL PL REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION DETAIL NOTES: 1. SIMILAR SHEET PILE MUST HAVE A YIELD STRENGTH, PLASTIC SECTION MODULUS, AND THICKNESS (FLANGE AND WEB) GREATER THAN OR EQUAL TO THE CALLED OUT SECTION. ALL PILES SHALL BE COATED TO THE DEPTH NOTED IN THE TABLE. SURFACE PREPARATION SHALL BE SSPC SP10 AND ONE COAT OF TNEMEC SERIES 142 EPDXOLINE APPLIED AT 16-20 MILS DFT OR SIMILAR. MICROPILES MAY BE GROUTED INTO STEEL SLEEVE IN LIEU OF COATING OVER DEPTH OF SLEEVE. ANY EXPOSED CASING ABOVE THE COATING DEPTH MUST BE COATED. 4. PROVIDE TEMPORARY CONSTRUCTION STRUT OR OVER -EXCAVATE WITH ENGINEER'S APPROVAL. 5. VERIFICATION MICROPILE SHALL BE LOCATED WITH THE APPROVAL OF THE GEOTECHNICAL ENGINEER. MICROPILE SHALL BE TESTED ACCORDING TO PROJECT SPECIFICATIONS. PERFORATED PVC PIPE SHALL PASS THROUGH FRONT SHEET PILE WALL AT EACH END AND THROUGH EACH WINGWALL AS SHOWN ON PLAN. \\ r TYPICAL SHEET PILE CAP DETAIL Know what's below. Call before you dig. 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 REVISION APPROVED REVISION APPROVED eiM • THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 07/25/17 07/25/17 CURRENT REVISION EAST ABUTMENT REPLACEMENT SYMBOL DATE 9/14/17 07/25/17 09/ 14/17 SOUTH OXBOW BRIDGE JOB NO. 1600438 COMP NO. DWG NO. GRADE 80 THREADBAR MICROPILE 1"x12"x12" BEARING PLATE 1 I 1 I 11 1 I I 1 I I I I I I I I I I 11 I 1 I I I I I 1 I I I I n 11 11 11 11 11 11 11 11 HEX NUT TO MATCH THREADBAR (FULL NUT ON TOP AS SHOWN) 1 "x12"x12" BEARING PLATE HALF HEX NUT TO MATCH THREADBAR, 2 PLACES, TYP BOT OF CAP EL. 13.0 FREE DRAINING ROCK EL. 10.0 PIPE CASING 12"0 PVC SLEEVE THROUGH GRAVEL NATIVE SOIL EL. 1.0 EL. -73.0 THREADBAR NEAT CEMENT GROUT MINIMUM BOND LENGTH = 20' DRILLED AND GROUTED MICROPILE SHAFT TYPICAL MICROPILE ELEVATION Know what's below. CaII before you dig. SCALE: 1/2"= 1'-0" PL PL DRILLED AND GROUTED MICROPILE SHAFT PVC SLEEVE PIPE CASING THREADBAR •r ,/` DRILLED AND GROUTED MICROPILE SHAFT THREADBAR SECTION SCALE: 3" = 1'-0" CENTRALIZER NEAT CEMENT GROUT GROUT BELOW CENTRALIZER NEAT CEMENT GROUT REMOVE ONE SIDE STEEL COLLAR, PLACE NEW PILE, REPLACE STEEL COLLAR AND WELD AROUND REMOVE BOLT, TYP BEARING PLATE CASING PLAN VIEW GROUT HOLE CENTER HOLE FOR THREADBAR MICROPILES SHALL BE DESIGNED FOR THE FOLLOWING DESIGN LOAD: AXIAL LOAD 120 KIPS COMPRESSION OR 120 KIPS TENSION SCALE: 3" = 1'-0" NOTES: 1. MICROPILES SHALL BE DESIGNED AND TESTED TO MEET GEOTECHNICAL AND STRUCTURAL CAPACITIES. REFER TO 6/22/17 GEOTECNICAL REPORT BY SOIL AND ENVIRONMENTAL ENGINEERS. 2. ALLOWABLE DESIGN LOADS COMPRESSION = 120 KIPS TENSION = 120 KIPS Co) EXISTING TIMBER PILE AND NEW 12"x1/2" PIPE PILE STEEL COLLAR DETAIL SCALE: 1 1/2" = 1'-0" REVIEWED FOR LODE COMPLIANCE APPROVED SEP 2 5 2017 1. 41 City of Tukwila BUILDING DIVISION 7:Li-17°L."—:. rP, �`. F�EID MIDDLE T ON, INC. 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE � BOE/NG rr- ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 0.7/25/17 07/25/17 07/25/17 07/25/17 MICROPILE AND PILE DETAILS SOUTH OXBOW BRIDGE '14/17 CURRENT REVISION SHEET JOB NO. DWG NO. SYMBOL S5 1600438 DATE 9/14/17 COMP NO. NEW 2" ASPHALT OVERLAY GROUT PAD 3/4" CHAMFER, TYP WATERPROOF MEMBRANE NEW 6" PRECAST DECK PANEL FILL VOIDS AS NECESSARY TO ACHIEVE 100% CONTACT BETWEEN TOP FLANGE AND NEW PRECAST SLAB REUSED STEEL GIRDER 1" COMPRESSIBLE MATERIAL 0s4 BEGIN SLAB PANEL PLACEMENT DEBONDING MATERIAL (ROOFING PAPER) OR OTHER APPROVED BY ENGINEER 3" ELASTOMERIC BEARING PAD EXISTING BEARING 1'-4" 8" BACK OF PAVEMENT SEAT C APPROACH BEARING 2'-6" SEE S7 (TYPE 1) FOR BEARING STRIP SEAL 1 1/2" ELASTOMERIC BEARING PAD 4" APPROACH CONCRETE TOPPING APPROACH ASPHALT (TO MATCH EXISTING CONDITIONS) (2) 4" 3/4"0 HEADED SHEAR STUD CONNECTORS WELDED TO UNDERSIDE OF SHEET PILE CAP PLATE AT 6 BATTERED MICROPILE LOCATIONS. SEE DETAIL 4 Know what's below. CaII before you dig. SYM REVISION SHEET PILE NOTE: SEE DETAIL 2 FOR REINFORCEMENT. SIDEWALK ASPHALT NOTE: ti EAST ABUTMENT - ELEVATION SCALE: 1" = 1'-O" WATSON BOWMAN ACME SFP-1000 OR SIMILAR (WHERE INDICATED ON S9) EMBEDDED IN PRECAST PANEL OPEN FACE OF SIDEWALK 8 1/4" f 4 a' d• . • a4. 4 • d d a • d 44 . 2" NORMAL TO JOINT OF WATSON BOWMAN ACME A36 STEEL STRIP SEAL TYPE "M" SE -400 OR SIMILAR , — FACE OF SIDEWALK ASPHALT 8 1/4" 4d a.. 1/2"0x6" STUDS SPACED AT 1'-0" EACH ROW, ALTERNATE EXTEND SLAB STEEL INTO THE BLOCKOUT. BY APPROVED STRIP SEAL SEE SHEET S9 FOR LIMITS DATE SYM d REVISION CS4 CONCRETE TOPPING TOP OF PRESTRESSED SLAB 6"x8 1/4" MIN BLOCKOUT, TYP BY APPROVED DATE SEE S7 (TYPE 2) FOR APPROACH BEARING GROUT PAD 1/2" CHAMFER EL 15.8 APPROACH SPAN SIDE WALL SEE S5 FOR MICROPILE CONNECTION DETAIL CUT TO FIT, TYP EL 13.0 6'-O" 2'-3" CB1 #4 15 12" 2% c 1" • CLR • 1'-10" 2% cV 0 EXTEND HOOK TO 3" FROM SHEET PILE FACE 3 L. 0 NOTE: SPAN 1 AND APPROACH SPAN NOT SHOWN FOR CLARITY. CV FACE OF CAP MIN CB2 CB4 #4 AT 12" Al BACK OF. PAVEMENT SEAT 9" 1'-2" CB3 2% #4 © 12" ELEVATION: CONTRACTOR MAY ADJUST TO ENSURE FINAL ROADWAY GRADE ELEVATIONS ARE SIMILAR TO EXISTING AND THE TRANSITION FROM DECK PANELS TO ROADWAY APPROACH IS FLUSH AND SMOOTH. CONSIDERATION SHALL ALSO BE GIVEN TO FINAL TOP OF ROADWAY RUN-OFF REQUIREMENTS AS SHOWN ON SHEET S11. • -7'11 0 CAP BEAM - REINFORCEMENT SCALE: 1 1/2" = 1'-0" CAP PLATE HEADED SHEAR STUD CONNECTORS PER 1/S6 CB4 (2) #7 MICROPILE THREADBAR BASE PLATE BELOW 11E #7 TO NEAREST BATTERED MICROPILE THREAD BAR WITH 180' HOOK; PLACE TO FIT TYPICAL SHEAR STUD CONNECTION (6) LOCATIONS Q� BOE/NG' SCALE: 1 1/2" = 1'-0" ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY 14/17 DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED D07/25/17 07/25/17 07/25/17 07/25/17 C-7 REVIEWED FOR CODE COMPLIANCE APPROVED SES' 2 5 2111 • City of Tukwila BUILDING DIVISION #9, UNO #4 TIE 12", UNO CO BENDING DIAGRAM (ALL DIMENSIONS ARE OUT TO OUT) to 4" VARIES ' CB1 (CB3 CO 3'-6" (VARIES ICB2 2'-6" L 7" ICB41 A CV CAP BEAM CURRENT REVISION SYMBOL it= imams cn 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 SOUTH OXBOW BRIDGE SHEET S6 JOB NO. 1600438 COMP NO. DWG NO. BEARING SEAT (LEVEL) Know what's below. Call before you dig. SYM REVISION ROUGHENED SURFACE J 0 BRG 14 GAUGE (0.0747") STEEL SHIM, TYP EPDXY BOND GROUT PAD CAP BEAM NOTES: d- M W W CC 1/2" COVER, TYP 1. BEARING AT APPROACH SHOWN, BEARING AT MAIN STEEL SPAN PO SIMILAR. 2. GROUT PAD THICKNESS MAY VARY TO ACCOMMODATE FINAL ELEVATION OF CAP BEAM. MAX THICKNESS IS 3". TOP OF GROUT PAD SHALL BE LEVEL. ELEVATION SCALE: 6"= 1'-0" BEARING DESIGN TABLE BEARING TYPE TYPE 1 TYPE 2 LOCATION MAIN SPAN PIER PO APPROACH PLAN DIMENSION, L 8 IN 6 IN PLAN DIMENSION, W 6 IN 12 IN UNLOADED HEIGHT, H 3.0 IN 1.5 IN NUMBER OF INTERNAL ELASTOMERIC LAYERS 5 2 MAXIMUM DISPLACEMENT 1.5 IN 0.75 IN BY APPROVED DATE SYM REVISION J CC W BY APPROVED BRG (ALONG THE CAP BEAM) 1 1/2" (TYP) DATE 0 L PLAN SCALE: 6"= 1'-0" ' Q� OE/NG' Cr- B W 0 c) J W W ca CD CI" CC X Crl W ELASTOMERIC BEARING PAD STEEL SHIM BELOW GROUT PAD ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE 09/'14/17 DRAWN M. FAUU< CHECKED T. ANDERSON ENGINEER A. ASHOUR CHECKED T. WHITEMAN APPROVED D07/25/17 07/25/17 07/25/17 07/25/17 NOTES: 1. ELASTOMERIC BEARINGS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO SPECIFICATION M 251 PLAIN AND LAMINATED ELASTOMERIC BRIDGE BEARINGS. 2. THE STEEL REINFORCED ELASTOMERIC BEARINGS ARE DESIGNED USING AASHTO METHOD B. 3. MATERIAL PROPERTIES: • ELASTOMER LOW-TEMPERATURE GRADE SHALL BE 4 OR HIGHER. • THE SHEAR MODULUS AT 73'F SHALL BE 165 PSI. • SHIMS SHALL BE FABRICATED FROM ASTM A1011 GRADE 36 STEEL. 4. EACH STEEL GIRDER SHALL BE SUPPORTED BY (1) BEARING PAD (TYPE 1) AT THE CAP BEAM. EACH PRESTRESSED SLAB PANEL SHALL BE SUPPORTED BY (2) BEARING PADS (TYPE 2) ALONG THE CAP BEAM. GROUT PAD COMPRESSION STRENGTH SHALL BE A MINIMUM OF 5000 PSI BEFORE INSTALLING GIRDERS. BEARING DETAILS REVIEWED FOR DESEP COMPLIANCE252017 : 38'-0" CAP BEAM 34'-0" DECK PANEL LIMITS O 1 N BRIDGE, EXISTING STEEL BEAM P2 --- STEEL GIRDER BEARING G P1 0 EXISTING BEARING (P0) 1'-6 1/2" 17-0" BACK OF PAVEMENT SEAT 31'-11 1/2" ±22'-0" TO PANEL JOINT EXISTING STEEL BEAM El EXISTING STEEL BEAM ROADWAY 0 CO -H NEW CAP BEAM, TYP EDGE OF PRECAST DECK PANEL, TYP DECK PANEL SEAM, SEE B & S10 FOR JOINT DETAILS, TYP 0 EXISTING STEEL BEAM ❑ EXISTING STEEL BEAM 0 0 2'-O" -1- ❑ I I I I I I 0 0 10 -O * STUD CONNECTION SEE TYP 0 r- APPROACH SPAN BEARING FOR STRIP SEAL EXTENTS SEE S9, TYP 3'-2" . I ■ ■ 9 PANELS AT 4'-0" OC ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ I I I ■ ■ O 1 00 ■ ■ ■ ■ ■ 1 ■ 1 I I I I I ■ in ■ ■ ■ ■ ■ 1 ■ I 1 I I I I I 1 ■ ■ ■ ■ ■ ■ ■ I ■ I I END OF PRECAST PRESTRESSED SLAB GIRDER 1 � Is is END OF PRECAST IN I I ' ■ ■ Is II im i ■ 1 I I PRESTRESSED SLAB GIRDER O 1 0o •- ■ 1 1 1 ■ ■ ■ ■ I ■ i I A 1 1 I ■ ■ ■ ■ v1 I 1 ■ ■ ■ I ■ 1 1 j I Know what's below. CaII before you dig. SYM REVISION GIRDER STOP, TYP * ALL NEW PANELS SHALL BE MECHANICALLY FASTENED TO EXISTING GIRDERS USING ORIGINAL OR NEW STUDS ON SAME GRID PATTERN AND NUMBER OF LOCATIONS AS EXISTING PANELS. BY SHEET PILE APPROVED EDGE OF PRECAST PRESTRESSED SLAB GIRDER, TYP APPROACH SPAN CONCRETE FOOTING (SEE NOTE) c O I N) 5'-6" PRECAST DECK PANEL AND PRESTRESSED APPROACH SLAB GIRDER FRAMING PLAN 38'-0" SCALE: 1/4" = 1'-0" 4'-8 1/2" 1" GIRDER STOP, TYP (SEE B/S8 FOR REINFORCEMENT) 4'-8 1/2" r -i r r r -i r -I r -I r -i r-1 r r r r -t 0 I I I I I I 1 1 1 1 1 1 1 1 I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I 1 I I I I I I I I I I I I I I 1 I I I I II II II II II I II II II II II II 0 1 1 1 I I I I I I 1 I I I I II II 1 I II II II 1 1 1 1 1 1 1 1 1 / I 1 1 I I I 1 I 1 1 1 1 I I 1 I I I I 1 I I 1 I I I I 1 II II II II II 1 II II II 1 I II II I 1 1 I I I I 1 I I 1 I I 1 I 1 I I I I 1 I I I I I I I I I I I I 1 I I I I I I 1 1 1 1 1 I 1 1 I I 1 1 I I I I I I 1 I I I I 1 I I 1 1 11 1 1 GIRDER STOP, TYP 0 0 DATE SYM 34'-0' +/- REVISION ABUTMENT CAP ELEVATION SCALE: 1/4" = 1'-0" BY APPROVED DATE FRONT WALL ff.&174ff" e MICROPILE BEHIND, TYP WINGWALL, TYP ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED CONTINUE TOPPING SLAB BARS INTO BACKWALL 2'-6" 4. BEARING —0" Of 3/4" CHAMFER CO c CO D07/25/17 07/25/17 07/25/17 07/25/17 —I I IIIIII IIII 2'-O" #5 © 12" EACH WAY TOP AND BOTTOM SUBGRADE TO BE INSPECTED BY THE GEOTECHNICAL ENGINEER ASPHALT APPROACH SPAN 1,-8" FOOTING SECTION —J C.) GIRDER STOP #5012" EACH FACE #5 012" SCALE: 1" = 1'-0" 3" CLR CAP BEAM BELOW © SIM ROUGHENED JOINT #5 ®6" APPROACH FOOTING (CAP BEAM © SIM) • 5" 90' HOOK • #5 ® 12" EACH FACE ±1/2" COMPRESSIBLE MATERIAL #5 © 12" 1 /2"x2'-0"xCONT ELASTOMERIC PAD #5 © 12" .....JI APPROACH FOOTING CID 1/2" COMPRESSIBLE MATERIAL ASPHALT TYPICAL GIRDER STOP SECTION SCALE: 1" = 1'-0" 1:10 1:140/ APPROACH SPAN 11.1 ELASTOMERIC PAD SET SCREED TO THIS LINE BRG f. SPAN BRG 3/4 C— —3/4 C U 1/4 PT FINISHED GRADE LINE 3/4 PT FRAMING PLAN CURRENT REVISION REVIEWED FOR CODE COMPLIANCE PPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION 7:1;2 REID MIDDLETON, INC. SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 SOUTH OXBOW BRIDGE SHEET S8 JOB NO. 1600438 COMP NO. DWG NO. 34'-0" A/ PROVIDE STRIP SEAL PER 3/S6, AT EXPANSION JOINT, TURNED UP 4" INTO EDGE BARRIERS 4'-11 15/16" r PROVIDE WABO SFP-1000 OR SIMILAR AT EXPANSION JOINT. 1 1 Know what's below. CaII before you dig. PRECAST PANEL EDGE BARRIER, Z' SEE DETAIL 2, TYP BARRIER / CURB LINE ti� *MATCH WIDTH OF EXISTING DECK PANELS (APPROX 8') NOTE: CANOPY NOT SHOWN FOR CLARITY. 8" 5'-0" SIDEWALK 8" 1'-0" SHOULDER 24'-0" 2 LANES CURB LINE BARRIER BLOCKOUT SEE BACK OF PAVEMENT SEAT 1 / PRECAST PANEL EDGE BARRIER, WALKWAY, AND ROADWAY PLAN CHAMFER TO MATCH EXISTING PRECAST BARRIER, TYP #4 @ 9"OC CIP BARRIER 2" CLR TYP #4 @ 6"OC CONTRACTOR MAY PROPOSE ALTERNATIVE DOWEL CONFIGURATION WITH ENGINEER'S APPROVAL SCALE: 1" = 1'-0" / CANOPY (REATTACH j SIMILAR TO EXISTING) r CIP WALKWAY 1 (8) #5 #4 @ #4, TYP . .. CIP BARRIER #4 @ 6"OC 2"CLR TYP CIP CURB CIP CURB ASPHALT #5 @ 12" OVERLAY c 2'-O" SHOULDER 8" #4 @ s"oc 2" PANEL SAW CUT JOINT • CLR, TYP #4, TYP . CIP BARRIER #4 @ 9"OC CONTRACTOR MAY PROPOSE ALTERNATIVE DOWEL CONFIGURATION WITH ENGINEER'S APPROVAL CHAMFER TO MATCH EXISTING PRECAST BARRIER n NOTE: FORM SAVERS AT CONSTRUCTION JOINTS ARE ACCEPTABLE. CONTRACTOR SHALL PROPOSE LOCATIONS TO ENGINEER. REVISION BY APPROVED DRIP GROOVE 1/2" R DATE SYM PRECAST DECK PANEL BARRIER AND WALKWAY SECTION REVISION SCALE: 1" = 1'-0" BY APPROVED DATE DRIP GROOVE 1/2" R 0.&711NG° TURNED UP STRIP SEAL PER MANUFACTURER'S RECOMMENDATIONS, TYP CHAMFER TO MATCH EXISTING PRECAST BARRIER ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON D07/25/17 07/25/17 EXISTING PRECAST CONCRETE PLANK EXISTING ASPHALT TOPPING 4"x6" BLOCKOUT AT 2'-0" W/ 3/4"0x4" NELSON STUD. CONTRACTOR TO VERIFY LOCATIONS. NO BLOCKOUT PERIMETER EDGE SHALL BE CLOSER THAN 4" CLR OF PANEL EDGE EXISTING STEEL / GIRDER, TYP EXISTING STEEL PIER CAP BEAM r >' J 3/4" CHOCKFAST ORANGE OR SIMILAR TO ENSURE FULL BEARING OF PANEL TO GIRDER FLANGE REPLACE WITH 3/4" DIA A325 HIGH STRENGTH BOLTS TO MATCH EXISTING PATTERN TYPICAL DECK PANEL TO PIER AND GIRDER CONNECTION EXISTING BARRIER SCALE: 3/4"= 1'-0" CAST AGAINST EXISTING BARRIER 4"x6" BLOCKOUT AT EXISTING STUD LOCATIONS, TYP. GROUT W/ NON -SHRINK GROUT AFTER PANEL INSTALLATION, SEE NOTE 3 CD8 KERF AT TOP AND SIDES OF BARRIERS BARRIER DETAIL If SCALE: NTS o- —J 1 ASPHALT OVERLAY //FOR WATERPROOF MEMBRANE STRUCTURE DECKS #5@12"MAX NOTES: ® 0 CNA ® I 10 0 1. CONTRACTOR SHALL PROVIDE WATERPROOF MEMBRANE ON TOP OF DECK PANELS BEFORE PLACING THE ASPHALT. 2. CONTRACTOR SHALL SUBMIT LIFTING AND HANDLING PLAN TO THE ENGINEER FOR APPROVAL. 3. CONTRACTOR SHALL PROVIDE 4"x6" STUD BLOCKOUT LOCATIONS TO FABRICATOR BASED ON ACTUAL FIELD MEASUREMENTS OF EXISTING CONDITIONS. PRECAST DECK PANEL #6 @ 6" MAX, TYP REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2017 City of Tukwila BUILDING DIVISION DECKLAB AND BARRIER URRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 ENGINEER A. ASHOUR CHECKED T. WHITEMAN APPROVED 07/25/17 07/25/17 09/14/17 SOUTH OXBOW BRIDGE SHEET JOB NO. S9 1600438 COMP NO. DWG NO. 5 1/2" BRG "-" 4.WELD TIE 1'-6" MIN 4'-0" MAX, TYP 3'-0" MAX WELD 11E WELD TIE 6" c_ PANEL SYMM TYP SLAB PANEL 1/2" CHAMFER AT CORNERS, TYP (i SLAB PANEL (4) SPA @ 3" =1'-0 #4 (8) SPA @ 6" = 4'-0" SPA @ 9" MAX G5 #4 & G6 #4 OR (2) G7 #4 & (2) G8 #4 5 1/2" @ ABUTMENT 1'-3" @ FOOTING 1 1/2" BRG 3'-0" 2'-O" CLR co N (5) G3 #4 1 L/2 PLAN SHIPPING SUPPORT LOCATION LIFTING LOOP SCALE: 3/4"= 1'-0" 02 ON OTHER END NOT SHOWN (5) G1 #4 • DOWEL IN AT EXISTING DECK PANEL Know what's below. CaII before you dig. SYM REVISION G4 1/4 1/4 f. JOINT & WELD TIE 2 1/2" TYP (5) G2 #4 SIDE ELEVATION ASTM A36 PL 3/4x3x0'-4" L 2x2x1/4x0'-6 ASTM A36 NOTE: SCALE: 3/4"= 1'-0" i (2) 1/2" DIA x 4" WELDED SHEAR STUD, TYP 3/8" ±1 /4" CONTRACTOR MAY SUBMIT ALTERNATE TIE DETAIL. SECTION SCALE: 3"= 1'-0" FILL KEYWAY WITH NON -SHRINK GROUT. OMIT KEYWAY ON EXT SIDE OF EXT SLAB AND ROUND TOP EDGE WITH AN EDGING TOOL C JOINT JOINT & WELD TIE PANEL SYMM STRAND SEQUENCE 13 15 16 14 N o o 0 0 0 0 o 0 0 0 0 0 0 0 0 1 9 3 11 5 17 7 19 8 18 6 12 4 10 2 i PRESTRESSED PANEL NOTES 1. PLAN LENGTH SHALL BE INCREASED AS NECESSARY TO COMPENSATE FOR SHORTENING DUE TO PRESTRESS AND SHRINKAGE. 2. ALL PRE -TENSIONED STRANDS SHALL BE 0.6"0 LOW -RELAXATION STRANDS (AASHTO M 203 GRADE 270). STRAND STRESS AT JACKING SHALL NOT EXCEED 202.5 KSI. 3. CUT ALL STRANDS FLUSH WITH THE GIRDER ENDS AND PAINT WITH AN APPROVED EPDXY RESIN. 4. THE TOP SURFACE OF THE PANEL SHALL BE ROUGHENED IN ACCORDANCE WITH. SECTION 6-02.3(25)H OF THE WSDOT STANDARD SPECIFICATIONS. 5. LIFTING EMBEDMENTS SHALL BE INSTALLED IN ACCORDANCE WITH SECTION 6-02.3(25)L OF THE WSDOT STANDARD SPECIFICATIONS. 6. ALL REINFORCING STEEL SPLICES SHALL BE 2'-0" MINIMUM, UNLESS SHOWN OTHERWISE. 7. NO TRAFFIC SHALL BE ALLOWED ON A BEAM ADJACENT TO A GROUTED JOINT UNTIL THE GROUT HAS ATTAINED A MINIMUM STRENGTH OF 4000 PSI. 8. SELF CONSOLIDATING CONCRETE SHALL NOT BE USED FOR FABRICATION OF PRECAST PANELS. APPROACH SLAB GIRDER SCHEDULE z a N GIRDER GIRDER HEIGHT H GIRDER WIDTH W PLAN LENGTH (ALONG GIRDER GRADE) (SEE PRESTRESSED PANEL NOTE 1) VOIDS GIRDER END DETAILS MIN. CONC. COMP. STRENGTH PRESTRESSING STRANDS (SEE PRESTRESSED PANEL NOTES) "A" DIMENSION AT BEARINGS DECK SCREED CAMBER C MIDSPAN VERTICAL DEFLECTION D BOTTOM ROW TOP ROW NUMBER DIAMETER e, eZ 28 -DAYS F'C (KSI) RELEASE F'CI (KSI) PERMANENT STRANDS JACKING FORCE (KIPS) EXTENDED NUMBER AND LENGTH DEBONDED NUMBER AND LENGTH PERMANENT STRANDS JACKING FORCE (KIPS) TEMPORARY STRANDS 50% LOWER BOUND 40 DAYS UPPER BOUND CO 120 DAYS APPROACH 1 THRU 9 12" 48" 32'-11 1/2" - - 90' 90' 7.0 5.0 15 659.1 - - 4 175.8 - 5.25" 0.20" 0.48" 1.20" TOP OF ASPHALT OVERLAY TO MATCH EXISTING AT LIMITS OF REMOVAL CONCRETE TOPPING, SEE NOTE 1 SEE KEYWAY DETAIL (5) G1 SYMM ABOUT FL SLAB PANEL I #4 TOP & (5) G2 #4 BOT EVENLY BOT EVENLY SPACED ROUGHENED TOP SURFACE OF SLAB PANEL, TYP 1G5I#4 *SEE NOTE 1 CG TOP STRANDS i PRESTRESSING STRAND, TYP NOTE: 1. FILL KEYWAY WITH NON -SHRINK GROUT. OMIT KEYWAY ON EXT SIDE OF EXT SLAB AND ROUND TOP EDGE WITH AN EDGING TOOL 3/8" KEYWAY DETAIL SECTION SCALE: 3"= 1'-O" FOAM BACKER ROD cc) INTERIOR PANEL CG BOTT STRANDS A VARIABLE DEPTH OF MIN 3"/MAX 5" MAY BE POSSIBLE TO FACILITATE FINAL GRADE AND RUN-OFF DIRECTION OF FLOW. SEE NOTES ON GRADING PLAN SHEET S11. IF A TOPPING DEPTH GREATER THAN 4" IS DESIRABLE, COORDINATE WITH ENGINEER TO ENSURE GIRDER DEAD LOAD CAPACITY IS NOT EXCEEDED. TYPICAL PRESTRESSED PANEL SECTION SCALE: 1 1/2" = 1'-0" CHAMFER, TYP REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 5 2Q11 City of Tukwila BUILDING DIVISION BENDING DIAGRAM (ALL DIMENSIONS ARE OUT TO OUT) 2'-0" rev rn a CN 3'-6" G3 G4 9" TYP 3'-5" G5 01 r 3'-5" r 1 G6 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com BY APPROVED DATE SYM REVISION APPROVED M.E7.M"' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. ASHOUR D07/25/17 07/25/17 CHECKED T. WHITEMAN APPROVED 07/25/17 07/25/17 A PROACH SPAN CURRENT REVISION SYMBOL DATE 9/14/17 SOUTH OXBOW BRIDGE JOB NO. 1600438 DWG NO. COMP NO. 1 Know what's below. Call before you dig. SYM REVISION 2:1 MAX SLOPE UP FROM TOP OF FRONT SHEET PILE WALL TO EL 17.0 (SEE A/S12) MATCH BARRIER TO EXISTING CONDITION. USE DETAILS FROM S12 COMPACTED FREE DRAINING ROCK /,/,/ RESTORE SLOPE TO MATCH EXISTING AS NEEDED / J S. 102ND OT. (N- BARRIER AND CbRB TRANSITION \ JJ BY APPROVED ACCESS VAULT 2:1 MAX SLOPE UP FROM TOP OF FRONT SHEET PILE WALL TO EL 17.0 (SEE A/S12) G — G JERSEY BARRIER 11/ RESTORE SLOPE TO \ MATCH EXISTING AS ',',1\\ NEEDED DATE SYM \\'• i!!! REVISION ‘, PLAN , \ \ BY APPROVED SCALE IN FEET DATE • • CURB, SIDEWALK, DRAINS AND OTHER ITEMS TO BE REPLACED TO MATCH EXSTING AS NECESSARY TO COMPLETE CONSTRUCTION. EDGE1OF APPROACH SLAB G — — ® G N —Ns EXTENTS OF PAVEMENT REMOVAL AND REPLACEMENT TO MATCH EXISTING, UNO. SEE 1/S13 AND 2/S13 FOR PAVEMENT DETAILS. REPLACE PAVEMENT MARKINGS IN KIND 4" G ------G I/ — G — — G — — — — G / ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE NOTE: THE "INTENT" OF ROADWAY GRADE IS TO CAUSE RUN-OFF EAST OF THE STRIP SEAL TO FLOW TOWARD THE EAST AND TOWARD THE NORTH AND SOUTH CURB. THE CONTRACTOR SHOULD CONSULT WITH THE ENGINEER TO POSSIBLY USE A VARIABLE APPROACH TOPING OF 5" (MAXIMUM) TO 3" (MINIMUM) REQUIREMENT TO GRADE THE APPROACH SLAB TO MEET THE "INTENT" GOALS. DRAWN M. FAULK CHECKED T. ANDERSON DATE 07/25/17 07/25/17 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 25 2017 City of Tukwila BUILDING DIVISION REID MIDDLETON, INC. GRADI G PLAN CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 07/25/17 07/25/17 SOUTH OXBOW BRIDGE SHEET S 1 JOB NO. 1600438 COMP NO. DWG NO. BK OF PVM'T SEAT EXP JT BRIDGE DECK PANELS CURB LINE 7-4" i CAP BEAM BELOW Know what's below. CaII before you dig. SYM REVISION BARRIER MATCH CURB LINE POC MATCH BARRIER FACE LINE ADJUST AS NECESSARY TO ALIGN WITH SHEET PILE WALL BY 7 APPROACH SLAB BELOW CURB TRANSITION, SHAPE TO FIT BARRIER HEIGHT AND WIDTH TRANSITION TO MATCH TOP OF JERSEY BARRIER ACCESS VAULT APPROVED DATE SYM EL 14.0 EDGE OF APPROACH SLAB 2" OPEN JT -/i MATCH BARRIER FACE LINE PLAN DETAIL SCALE: 1/2"= 1'-0" EL 13.5 REVISION MATCH CURB LINE WSDOT STD CONNECTION W/ PIN EXISTING PRECAST JERSEY BARRIER, TRANSITION TO BARRIER ON APPROACH SPAN F '00 BY 2:1 MAX SLOPE APPROVED DATE EL 17.0± 2'-O" EL 15.8 FREE DRAINING ROCK 2:1 MAX SLOPE EL 14.0 EL 13.5 MIN l 8" #4 © 9"OC 1 • 1 1 BARRIER HEIGHT TRANSITION FROM 4'-4" TO 2'-8" TO MATCH TOP OF JERSEY BARRIER, ADJUST REINF AS NECESSARY -) Oc=7.0p2.0,7 -0c)0 MANHOLE STEP, TYP FRONT WALL WING WALL SHEET PILE EXISTING JERSEY BARRIER, CUT AND PLACED TO FIT ASPHALT OVERLAY SECTION SCALE: 1"= 1'-O" "g) S11 ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY 14/17 DEPT. DATE DRAWN M. FAULK D07/25/17 CHECKED T. ANDERSON ENGINEER A. ASHOUR CHECKED T. WHITEMAN APPROVED 07/25/17 SIDE WALL 4'-O" ACCESS HATCH OPENING \/\ .. (5) #5 #5®12"OC 1 EL 14.5 EL 10.5 EL 10.0 EL 9.5 ASPHALT OVERLAY TOP OF CONCRETE TOPPING NEW APPROACH SLAB GIRDER NOTES: 1. APPROACH SLAB PANEL REINFORCEMENT NOT SHOWN FOR CLARITY. 2. NORTH SIDE DOES NOT HAVE ACCESS HATCH. SECTION A� SCALE: 1"= 1'-0" S11 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 25 2111 City of Tukwila BUILDING DIVISION _�,i[`� fir, �.l '"V_.•i cik5 REID MIDDLETON, INC. • GRADING DETAILS CURRENT REVISION SYMBOL 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 07/25/17 07/25/17 SOUTH OXBOW BRIDGE SHEET S12 JOB NO. 1600438 COMP NO. DWG NO. Know what's below. CaII before you dig. SYM REVISION • L aro c' *LEVEL 3" 3'-0" 3" 36"x36" LOCKABLE ALUM HATCH EJIW H36361002 OR SIMILAR r• . • • . • • 0 1 --4- S-0"(±) • • • • • BY c -- *DRAINAGE ROCK SHALL BE COMPACTED TO ALLOW NO SETTLEMENT OF ACCESS HATCH. NOTE: COORDINATE LOCK WITH BOEING SECURITY. ACCESS VAULT SECTION EL 15.8 FIELD CUT AN APPROX 4'-0"x3'-0" ACCESS HOLE IN SHEET PILE WALL; REPAIR COATING WHERE DAMAGED. GRIND SMOOTH ALL CUT LOCATIONS #5 @ 12", TYP EL 10.5 EL 9.5 FREE DRAINING ROCK SAWCUT EXISTING ASPHALT CONC PAVEMENT, APPLY LIQUID ASPHALT AND SAND SEALANT TO SURFACE OF JOINT MATCH EXISTING GRADE TACK COAT FACE OF CUT AND EACH COURSE APPROVED EXISTING ASPHALT PAVEMENT SCALE: 1" = 1'-0" 12" MIN OVERLAP EXISTING AGGREGATE BASE NEW ASPHALT S12 NEW AGGREGATE BASE TO MATCH EXISTING BASE TYPICAL TIE -INTO ASPHALT cD SCA DATE SYM REVISION BY APPROVED DATE M.R/NG' o'— APPROACH ABOVE N6" CUT SECTIONS PER SECTION A N 6" GRIND ALL CUT EDGES SMOOTH SHEET PILE CAP PL ABOVE . 6" . o ^� . a CO 6" • FREE DRAINING ROCK, TYP 1 • • • . • 4'-6" ACCESS VAULT SECTION SCALE: 1" = 1'-0" NOTE: CONTRACTOR TO VERIFY EXISTING PAVING SECTION AND MATCH IF GREATER THAN SHOWN. MANHOLE STEPS @ 16" M.A. INDUSTRIES PS2-PF-DRP OR SIMILAR; PROVIDE TELESCOPING OR FOLDABLE LADDER SAFETY POST THAT MEETS OSHA REQUIREMENTS NEW ASPHALT NEW CRUSHED SURFACING TOP COURSE (WSDOT STD SPEC 9-03.9(3), COMPACT TO AT LEAST 95% OF MAX DRY DENSITY (ASTM D1557) EXISTING UNDISTURBED SUBGRADE OR NEW STRUCTURAL FILL, COMPACT UPPER 12" TO AT LEAST 95% OF MAX DRY DENSITY (ASTM D1557) ASPHALT PAVEMENT DETAIL ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK SCALE: NTS DATE 07/25/17 CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN 07/25/17 07/25/17 07/25/17 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 25 2017 City of Tukwila BUILDING DIVISION LR f E I D I D DL. E O'N, NC. • PAVEMENT AND ACCESS VAULT DETAILS SOUTH OXBOW BRIDGE CURRENT REVISION SYMBOL SHEET S13 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 9/14/17 JOB NO. 1600438 COMP NO. DWG NO. THE�� � rrlr S / �, bz l�ri LBrn.,,,,,..a�°k��> v r S t s£ fs. g��_ .�. btA'it+e�. .i.Jr�zr s,,,vx ,� � 1 �s4o ,,, ,. .,. ,,, ,.,v�, �$ ,� .. �.�i<n .,t.�r. ,>tlaic?a"✓+si�`� SSS 2nrsa�,�� -COMPANYSHARED SERVICES GROUPSOUTH OXBOW RIDGE BOEING DEVELOPMENTAL CENTER 9725 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 98108 VICINITY MAP -o 0 x CD o cn 0 0 0 a5 0 co oo co u7 0 0 0 z PROJECT WORK LOCATION OXBOW PARKING LOT DEVELOPMENTAL CENTER Know what's below. CaII before you dig. SYM REVISION BY APPROVED NO SCALE DATE SYM CODE SUMMARY TYPE OF APPLICATION: NEW ❑ ALTERATION M ADDITION ❑ TENANT IMPROVEMENT ❑ PROJECT DESCRIPTION: REPLACEMENT OF EAST BRIDGE ABUTMENT. CODES: 20 4 AASHTO LRFD BRIDGE DESIGN SPECIFICATION 7TH EDITION 20 5 INTERNATIONAL BUILDING CODE & WAC 51-50 20 5 INTERNATIONAL MECHANICAL CODE & WAC 51-52 20 5 INTERNATIONAL FIRE CODE & WAC 51-54 20 5 UNIFORM PLUMBING CODE & WAC 51-56 20 5 UNIFORM PLUMBING CODE AMENDMENTS A, B & I & WAC 51-57 2014 NATIONAL ELECTRIC AMENDMENTS & C & WAC 296-46B-010 CURRENT CITY OF TUKWILA ZONING ORDINANCES CONTRACTOR & STATE NUMBER : THE BOEING CO. BOEINC * 294ML(OV2011) BOEING PROJECT ENGINEFR. SUNG CHO BOEING CONTACT. MARK GARRIDO PHONE: 206-930-7156 FAX NUMBER. 253-657-0858 E—MA 1 L . mark.garrido®boeinq.com OCCUPANCY GROUP: CONSTRUCTION TYPF ZONING: ALLOWABLE AREA INCREASFP OCCUPANT LOAD: (ALLOWABLE) NO CHANGE (TABLE 10—A) FLOOR AREA: (ACTUAL) NO CHANGE OFFICES OCC, BLDG GROSS STORAGF OCC, TUNNEL LABORATORY OCC, FIRST FLOOR CANOPY OCC. IST FLR MEZZ OTHER OCC, 2ND FLOOR 2ND FLOOR ME77 PROJECT AREA SQ FT SQ FT SQ FT SQ FT SQ FT SQ FT SQ FT BUILDING HEIGHT: (ACTUAI) STORIES. MEZZANINE ?❑ (YES) II (NO) SQ FT FIRE PROTECTION: SPRINKLERED THROUGHOUT PER NFPA 13 ? ❑ (YES) M (NO) SEPARATION EXTERIOR WALL (NON—BEARING) HOUR RATING EXTTERIOR WALL (BEARING) HOUR RATING INTERIOR WALL (NON—BEARING) HOUR RATING INTERIOR WALL (BEARING) HOUR RATING DEMOUNTABLE PARTITIONS HOUR RATING STRUCTURAL FRAME HOUR RATING FLOOR/CEILINGS HOUR RATING ROOF CONSTRUCTION HOUR RATING SEISMIC DESIGN CATEGORY (SDC).'D DESIGN LOADS: (CHAPTER 16) ROOF: LIVE (SNOW) (PSF) FLOOR: OFFICF (PSF) MECH/STOR (PSF) STAIRS (PSF) CONCENTRATED. WIND: EXPOSURFN/A REVISION APPROVED DATE DRAWING INDEX ARCHITECTURAL - CIVIL DRAWING NUMBER REV DRAWING TITLE AO TITLE SHEET C1 TOPOGRAPHIC SURVEY C2 TESC PLAN STRUCTURAL DRAWING NUMBER REV DRAWING TITLE SO GENERAL NOTES S1.1 SPECIAL INSPECTIONS S1.2 SPECIAL INSPECTIONS S2 BRIDGE SITE PLAN S3R DEMOLITION SITE PLAN AND DETAILS S4 EAST ABUTMENT REPLACEMENT S5 MICROPILE DETAILS S6 CAP BEAM S7 BEARING DETAILS S8 FRAMING PLAN S9 DECK SLAB AND BARRIER S10 APPROACH SPAN S1 1 GRADING PLAN S12 GRADING DETAILS MECHANICAL (NOT ISSUED) DRAWING NUMBER REV DRAWING TITLE QM.emNC' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 06/28/17 06/22/17 06/22/17 06/22/17 06/22/17 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: - By: DRAWING INDEX MECHANICAL (CONT.) (NOT issuED) DRAWING NUMBER REV DRAWING TITLE ELECTRICAL (NOT ISSUED ) DRAWING NUMBER REV DRAWING TITLE bt7olaI PROJECT T I TLE: SOUTH OXBOW BRIDGE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 RECEIVED CITY OF TU J TITLE SHEET CURRENT REVISION SYMBOL SOUTH OXBOW BRIDGE N W 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 06/28/17 SHEET AO JOB NO. 1600438 COMP NO. DWG NO. PLAN VIEW SCALE 1 "= 10' SURVEY/NG AND LAPP/NG BY DUANE HARTMAN & ASSOCIATES, INC. Surveyors 16928 WOODINVILLE-REDMOND ROAD, 13-107 WOODINVILLE, WASHINGTON 98072 (425) 483-5355 FAX (425) 483-4650 DHA JOB No. 17-2661 CONCRETE WALL 16" DEC-" 18" DEC--\ -eiz) TOP WALL EL 20.1 •%1V TOP,W;ALL V20.2 BLACKBERRIES SLOT DRAIN IE 17.10 WOOD WING WALL UTILITY CABINET 3-4"STEEL PIPE DHA 2661.502 SURFACE MONUMENT N 189973.172' E 1278983.482' EL 17.64' TOP CONC EL 17.1 TOP CONC EL 15.3 12"DIA WOOD PILE TYP. 7-4"STEEL PIPE STACKED ON TOP OF EACH OTHER CONCRETE WALL TOP WALL EL 20.1 TOP WALL EL 20.5 TOP WALL EL 21.0 BRIDGE SUPPORT 1.96'Hx0.60'W (NW -SE I -BEAM) TYP. BRIDGE SUPPORT 1.72'H x0.56'W (NE -SW 1 -BEAM) TYP. fiko' r4V EL 15.4 BOT I -BEAM BOT I -BEAM Nt/ EL 15.9 CONCRETE WALL TOP WALL EL 22.4 CATWALK W/ HAND RAIL ONLY Bo m DS a 0 -0- -0- • o-• PA M B CLF CON CONC DS BOT SCALE IN FEET SYMBOLS CONCRETE BOLLARD GAS VALVE DOWNSPOUT DECIDUOUS TREE UTILITY CABINET DHA SURVEY CONTROL POWER POLE GUY POLE SIGN TELEPHONE/ POWER MANHOLE WHEEL CHAIR RAMP/ PARKING BURIED GAS MARKER SURFACE MONUMENT ABBREVIATIONS PLANTED AREA MAPLE TREE BOLLARD CHAINLINK FENCE CONIFER TREE CONCRETE DOWN SPOUT BOTTOM CONTOUR INTERVAL: (0.1') ONE-TENTH OF A FOOT CONTOURS HORIZONTAL DATUM: WASHINGTON STATE COORDINATE SYSTEM, NORTH ZONE NAD 83(91) VERTICAL DATUM: NATIONAL GEODETIC VERTICAL DATUM 1929 (NGVD 29) VERTICAL DATUM CONVERSION TABLE NOAA/NOS 8TH AVENUE BENCHMARK TIDE PLANE MLLW NAVD88 NGVD29 Estimated Highest Water 15.0 12.5 9.0 Mean Higher High Water 11.1 8.6 5.1 Mean High Wate 10.2 7.7 4.2 Mean Tide Level 6.45 3.97 0.44 Mean Low Water 2.7 0.2 -3.3 Mean Lower Low Water 0.00 -2.48 -6.01 Line of Vegetation 11.0 8.5 5.0 LINETYPES HAND RAIL OVERHEAD POWER LINE UNDERGROUND TELEPHONE LINE UNDERGROUND GAS LINE CHAIN LINK FENCING UTILITIES MAPPING: ALL EXISTING UTILITIES SHOWN HEREIN ARE TO BE VERIFIED HORIZONTALLY AND VERTICALLY PRIOR TO ANY CONSTRUCTION. ALL EXISTING FEATURES INCLUDING BURIED UTILITIES ARE SHOWN AS INDICATED BY RECORD LOCATION THE FIELD SURVEY. DUANE HARTMAN & ASSOCIATES, INC. (DHA) ASSUMES NO LIABILITY FOR THE ACCURACY OF THE RECORD INFORMATION AND/OR THE UTILITY PAINT -OUT. FOR THE FINAL LOCATION OF THE EXISTING UTILITIES IN AREAS CRITICAL TO CONSTRUCTION, CONTACT THE UTILITY OWNER/AGENCY AND UTILITIES UNDERGROUND CENTER (800/424-5555). TOPOGRAPHIC MAPPING: THE MAP SHOWN HEREON IS THE RESULT OF A TOPOGRAPHIC SURVEY BY DUANE HARTMAN & ASSOCIATES, INC. (DHA) COMPLETED IN MARCH 2017. DHA ASSUMES NO LIABILITY, BEYOND SAID DATE, FOR ANY FUTURE SURFACE FEATURE MODIFICATION .. ': CONSTRUCTION ACTIVITIES THAT MAY OCCUR WITHIN OR ADJOININGaa'��^�t ��rrR THIS SURVEY. CONTACT DHA (425/483-5355) FOR SITE UPDATE ° :14 d'Ti,; L4�, cE APPROVED OCT 17 2011 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE BOE/A/O• ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED 'RA N MC DAH CHECKED 4/6/17 SUBTITLE TOPOGRAPHIC SURVEY CL City of Tukwila UILDING D VISION fi-R1IStOFi"""" `MBOL RECEIVED CITY OF TUKWILA JUL 072017 PERMIT CENTER DATE 06/28/17 APPROVED BY DEPT. DATE DATE 4/6/17 ENGINEER CHECKED APPROVED APPROVED TITLE SOUTH OXBOW BRIDGE SHEET C1 JOB NO. 1600438 COMP NO. DWG NO. SILT FENCE WITH STRAW WATTLE AT EDGE OF CLEARING LIMITS ,F CLEARING LIM AS NECESSA' WORK IN LA TS. GRUBBING Y TO COMPLETE S TEMP RELOCATE FIBER BY CENTURYLINK PRIOR TO BRIDGE REPAIR CONSTRUCTION 1:"I'i coo 4.11 4.4 410 es 400 40 olo STRAW WATTLE, TYP W/ STAKES OR STEEL PINS FLOATING TURBIDITY CURTAIN WITH 10 FT TRAIL BRIDGE EROSION CONTROL NOTES 1. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO ANY CONSTRUCTION ACTIVITIES. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR THROUGHOUT THE DURATION OF CONSTRUCTION. 2. THE TESC FACILITIES SHOWN ON THE PLANS SHALL BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM RIVER OR VIOLATE APPLICABLE WATER STANDARDS. 3. TEMPORARY DISCHARGES FROM THE SITE MUST MEET ALL NPDES AND LOCAL REQUIREMENTS INCLUDING BUT NOT LIMITED TO WATER QUALITY AND TURBIDITY MONITORING AND REPORTING REQUIREMENTS. 4. THE TESC FACILITIES SHOWN ON 111E PLANS ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, TESC FACILITIES SHALL BE UPGRADED (E.G., ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC..) AS NEEDED TO COMPLY WITH NPDES AND LOCAL REQUIREMENTS. 5. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 6. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING ACTIVITIES. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 7. STORM DRAIN INLET PROTECTION SHALL BE USED FOR ALL CATCH BASINS WITHIN 500 FEET DOWN SLOPE OF DISTURBED AREAS, AND SHALL REMAIN IN PLACE UNTIL PROJECT COMPLETION. ONCE PROJECT IS COMPLETE, STORM DRAIN INLET PROTECTION SHALL BE FULLY REMOVED FROM ALL CATCH BASINS. 8. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (E.G., ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 9. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. 10. SLURRY AND PROCESS WATER RESULTING FROM SAW CUTTING AND ASPHALT COLD—PLANING SHALL BE COLLECTED AND DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE WATER QUALITY PER DOE BMP C151: CONCRETE HANDLING, SAW CUTTING, AND BMP C152 SURFACE POLLUTION PREVENTION. 11. PROCESS WATER THAT IS GENERATED DURING HYDRO—DEMOLITION, SURFACE ROUGHENING, OR SIMILAR OPERATIONS SHALL NOT DRAIN TO ANY NATURAL OR CONSTRUCTED DRAINAGE CONVEYANCE AND SHALL BE DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUND WATER OR SURFACE WATER QUALITY STANDARDS 12. TESC CONTROL FACILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE DETAILS IN THESE PLANS. LOCATIONS MAY BE MOVED TO SUIT FIELD CONDITIONS, SUBJECT TO APPROVAL BY THE ENGINEER AND THE CITY INSPECTOR. 13. A STABILIZED CONSTRUCTION ENTRANCE IS REQUIRED AT ALL VEHICLE ENTRANCES. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. AS CONSTRUCTION PROGRESSES STABILIZED CONSTRUC11ON ENTRANCES SHALL BE INSTALLED AT EACH ENTRANCE POINT. 14. CONTRACTOR SHALL PROVIDE HIGH VISIBILITY FENCE, CONSTRUCTION FENCING, AS REQUIRED FOR SAFETY. HIGH VISIBILITY FENCING LIMITS SHOWN ARE SCHEMATIC IN NATURE. AS CONSTRUC11ON PROGRESSES, CONTRACTOR SHALL UPDATE FENCING LIMITS TO MAINTAIN SITE SAFETY AND SECURITY WHILE ALLOWING FOR CONTINUOUS PEDESTRIAN AND VEHICULAR ACCESS AROUND THE SITE. CONTRACTOR SHALL COORDINATE FENCING LIMITS WITH OTHER CONTRACTORS WORKING IN THE PROJECT VICINITY. 15. THE CONTRACTOR SHALL EMPLOY EMERGENCY MEASURES TO REMOVE SEDIMENT FROM PAVED SURFACES. AS NEEDED, STREET SWEEPING SHALL BE CONSIDERED AN EMERGENCY MEASURE AND NOT BASIC COMPONENT OF THE TESC SYSTEM. SEDIMENT TRACKING ONTO PAVED SURFACES SHALL NOT BE WASHED INTO STORM DRAINS OR OTHER UTILITY INLETS. 16. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 15 DAYS SHALL BE STABILIZED WITH THE APPROVED TESC METHODS (E.G. SEEDING, MULCHING, NETTING, EROSION BLANKETS, ETC) REMOVE ASPHALT CONC PAVEMENT, FULL DEPTH LEGEND HVF HVF — GAS — GAS CHAIN LINK FENCE AND GATE MHHW LIMIT TEMP RELOCATE GAS BY PSE PRIOR TO BRIDGE REPAIR CONSTRUCTION ►'.j t•$0 40 es 40 OD 010 r...r ... 0. •t�t�t�t�t�t�t�t�t�P�t�t�t�t�t�P�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�*�t�t�t�t�t�V ��t�t�t�Vet��t�t�t�S�tQ�t�t�1�%t�t�/�t�% ...4t ...., O. C'Vit ...1 � �• 6*6t�t�t6t�t�91t�t6t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t���rf1r���t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t�t11696 •4 �t�t�t�t�t�t�t�t�t�tt�t�tt�tt: TEMPORARY CHAIN LINK CONSTRUCTION FENCE HIGH VISIBILITY FENCE PER WSDOT STD PLAN 1-10.10-01 SILT FENCE PER WSDOT STD PLAN 1-30.15-02 COMPOST SOCK PER WSDOT STD PLAN 1-30.40.01 STORM DRAIN INLET PROTECTION PER WSDOT STD PLAN 1-40.20-00 TOP OF BANK DENOTES APPROXIMATE DEMOLITION EXTENTS. SILT FENet WITH STRAW WATTLE AT E OF I CLEARING LIMIT 0 0 CLEARING LIMITS. GRUBBING AS NECESSARY TO COMPLETE WORK IN PLANS MarthaF Date: Jun 28, 2017-03: 02: 32pm File: V: \1600438 TESC PLAN SCALE IN FEET .ii,n sc pinns have been reviewed by the Public ks Department for conformance with current City standards. Acceptance is subject to errors and. omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. = Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 1. CHAIN LINK FABRIC TO BE MIN. 11 GAUGE, GALVANIZED. NO RUSTED OR EXCESSIVELY MALFORMED FABRIC. 2. FENCE BASES SHALL BE OF SUFFICIENT WEIGHT AND/OR SPREAD TO ADEQUATELY SUPPORT EACH PANEL. 3. INSTALL 11'-8" X 5'-6" MESH CONSTRUCTION SCRIM PER FENCE PANEL AND/OR CONSTRUCTION WARNING SIGNAGE 50' 0.C. TEMPORARY CHAIN LINK CONSTRUCTION FENCE SCA VIEWED FOR CODE COMPLIANCE APPROVED Know what's below. CaII before you dig. II, LDI . IVIS RECEIVED CITY OF TUKWILA JUL 072017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com REVISION APPROVED REVISION APPROVED ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DATE DRAWN M. FAULK CHECKED T. ANDERSOJN ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED DATE 06/22/17 06/22/17 CURRENT REVISION ESC PLAN DATE 06/28/17 06/22/17 06/22/17 SOUTH OXBOW BRIDGE JOB NO. 1600438 COMP NO. ai 0 OG/2017 DWG N0. 7.73 cn 1 0 X i i a) m 0 x 0 0 0 CO CO f) 0 L E r) 0 1'`) N Co N Name: MarthaF Date: GENERAL STRUCTURAL NOTES 1. ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, ENGLISH, DATED 2016, INCLUDING ALL AND RELEVANT GENERAL SPECIFIC PROVISIONS AS OF JUNE 2017, UNLESS SPECIFIED OTHERWISE. 2. ALL NEW STRUCTURAL ELEMENTS ARE DESIGNED IN CONFORMANCE WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SEVENTH EDITION - 2014. 3. WELDING OF REINFORCING STEEL SHALL CONFORM TO THE AWS D1.4 (2011) AND STANDARD SPECIFICATION SECTION 6-02.3(24)E. 4. WELDING OF STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE AWS D1.5, 2015. 5. ALL DIMENSIONS AND ELEVATIONS THAT INFLUENCE THE FABRICATION, FITTING, DIMENSIONS, QUANTITY, INSTALLATION, PLACEMENT AND PERFORMANCE OF ANY AND ALL ELEMENTS SHOWN IN THE PROJECT PLANS SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO CONDUCTING ANY WORK ASSOCIATED WITH THE ORDERING, FABRICATION, MOBILIZING, PLACEMENT OR INSTALLATION. IF FIELD VERIFIED DIMENSIONS AND ELEVATIONS DIFFER THAN THOSE SHOWN ON THE PLANS, THE CONTRACTOR SHALL NOTIFY ENGINEER BEFORE PROCEEDING. 6. THE CONTRACTOR SHALL NOTIFY AND COORDINATE WORK WITH ALL THE AFFECTED UTILITIES. 7. A CONSTRUCTION STAGING PLAN DEPICTING OR DESCRIBING THE SEQUENCE OF CONSTRUCTION EVENTS INCLUDING DEMO AND REMOVAL OPERATIONS FROM BEGINNING WORK TO COMPLETING WORK SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BY THE ENGINEER PRIOR TO BEGINNING CONSTRUCTION OPERATIONS WITH THE EXCEPTION OF FIELD VERIFICATION EFFORTS AND SURVEYING. A PLAN, OR METHOD, TO ENSURE THE STABILITY OF THE EXISTING CAP BEAM DURING THE REMOVAL OF THE STEEL, SUPERSTRUCTURE, AND GIRDERS SHALL BE INCLUDED IN THE CONSTRUCTION STAGING PLAN. CONCRETE: 1. ALL EXTERIOR CORNERS AND EDGES SHALL HAVE A 3/4"CHAMFER AND ALL INTERIOR CORNERS SHALL HAVE A 3/4"FILLET UNLESS NOTED OTHERWISE. 2. CONCRETE SPECIFICATIONS ARE PER NOTE 1 ABOVE. CONCRETE IN THE PRECAST DECK PANELS SHALL BE CLASS 5000. THE CONCRETE IN THE CURBS AND BARRIERS SHALL BE CLASS 5000. ALL OTHER CAST -IN-PLACE CONCRETE SHALL BE CLASS 4000 UNLESS NOTED OTHERWISE. 3. UNLESS OTHERWISE SHOWN ON THE PLANS, THE CONCRETE COVER MEASURED FROM THE FACE OF THE CONCRETE TO THE FACE OF ANY REINFORCING BAR SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST EARTH: CONCRETE EXPOSED TO EARTH OR WEATHER: PRIMARY REINFORCEMENT 3" 3" SECONDARY (TIES OR STIRRUPS) 2 1/2" 4. USE NON -SHRINK GROUT WITH MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI AT 28 DAYS WHERE GROUT IS CALLED OUT ON DRAWINGS. A FAST SETTING, NON -SHRINK GROUT, IS ALSO ACCEPTABLE BUT MUST MEET THE LOADING AND CAPACITY REQUIREMENTS OF THE WSDOT STANDARD GROUT. 5. HEADED SHEAR STUD CONNECTORS FOR FOUNDATION OR DECK SHALL BE ASTM A108 TYPE B AND INSTALLED IN ACCORDANCE WITH ANSI/AWS D1.1 AND THE MANUFACTURER'S RECOMMENDATIONS. CONCRETE REINFORCEMENT: 1. REINFORCING BARS SHALL BE ASTM A615 GR 60 AND BE EPDXY COATED ACCORDING TO ASTM A775 AND CONFORMING TO THE STANDARD SPECIFICATIONS. 2. ALL LAP SPLICE LENGTHS AND LOCATIONS SHALL CONFORM TO WSDOT STANDARDS, AND SHALL BE APPROVED BY THE ENGINEER. MINIMUM LAP SPLICE SHALL BE 2'-0". 3. MINIMUM CLEAR SPACING BETWEEN BARS IS 1.5DB PRESTRESSED CONCRETE: 1. PRESTRESSING STRANDS: 0.6" DIA. SEVEN -WIRE LOW -RELAXATION STEEL CONFORMING TO AASHTO M203, GRADE 270 2. REFER TO PRESTRESSED PANEL DRAWINGS FOR PRESTRESSED PANEL NOTES, CONCRETE STRENGTHS, AND PRESTRESSING FORCES. STEEL: 1. MICROPILES SHALL BE ASTM A500 GRADE B AND MEET THE REQUIREMENTS OUTLINED IN THE GEOTECHNICAL REPORT BY SOIL & ENVIRONMENTAL ENGINEERS, INC. DATED JUNE 22, 2017 AND ALL REQUIREMENTS SHOWN, DESCRIBED, OR OUTLINED IN THE CONTRACT PLANS. 2. SHEET PILES SHALL BE GRADE 50 AND MEET ALL REQUIREMENTS SHOWN, DESCRIBED, OR OUTLINED IN THE CONTRACT PLANS. 3. STEEL PLATES SHALL BE A572 GRADE 50. 4. STEEL PILES SHALL BE SURFACE PREPARED SSPC SP10 AND COATED WITH ONE COAT OF TNEMEC SERIES 142 EPDXOLINE APPLIED AT 16-20 MILL DFT OR SIMILAR TO THE DEPTHS SPECIFIED IN THE CONTRACT PLANS. TOUCH UP OF ANY DAMAGED AREAS SHALL OCCUR ONLY AFTER PROPER SURFACE PREPARATION PER MANUFACTURER'S RECOMMENDATIONS. 5. ANY NUTS, BOLTS, ANCHOR RODS OR OTHER MISCELLANEOUS STEEL SHALL BE APPROVED BY THE ENGINEER AND BE PAINTED. EXPANSION JOINT: 1. EXPANSION JOINT SHALL BE A CONTINUOUS STRIP SEAL AS SHOWN IN THE CONTRACT PLANS. STRIP SEAL SYSTEM SHALL BE AS OUTLINED IN THE STANDARD SPECIFICATIONS. Know what's below. Call before you dig. SYM REVISION BY APPROVED DATE SYM REVISION ELASTOMERIC BEARING PADS: 1. THE ELASTOMERIC BEARING PAD MATERIALS SHALL CONFORM TO THE STANDARD SPECIFICATIONS AND THE REQUIREMENTS SHOWN IN THE CONTRACT PLANS. COMPRESSIBLE MATERIAL: 1. WHERE CALLED OUT IN THE PLANS LESS THAN 1", THE COMPRESSIBLE MATERIAL SHALL BE "PREMOLDED JOINT FILLER FOR EXPANSION JOINTS" AS DESCRIBED IN THE STANDARD SPECIFICATIONS. WHEN CALLED OUT IN THE CONTRACT PLANS AS 1" OR MORE, THE COMPRESSIBLE MATERIAL SHALL BE STANDARD RIGID FOAM BOARD INSULATION. GEOTEXTILE FABRIC: 1. GEOTEXTILE FABRIC SHALL BE PLACED BETWEEN ALL EXCAVATED AND BACKFILLED SOIL BOUNDARIES. GEOTEXTILE FABRIC SHALL ALSO BE PLACED WHERE NOTED IN CONTRACT PLANS. GEOTEXTILE FABRIC SHALL BE A NON -WOVEN GEOTEXTILE HAVING A MINIMUM 200 POUNDS GRAB TENSILE STRENGTH. EXCAVATION AND BACKFILL: 1. FREE DRAINING ROCK MATERIAL SHALL CONFORM TO SHOULDER BALLAST 9-03.9(2) OF THE STANDARD SPECIFICATIONS. THE BALLAST/ROCK SHALL BE PLACED IN 10 -INCH THICK LIFTS AND COMPACTED TO A FIRM NON -YIELDING CONDITION USING A VIBRATORY PLATE COMPACTOR THAT WEIGHS AT LEAST 1000 POUNDS. WHERE FREE DRAINING MATERIAL IS PLACED, THE EXCAVATION SHALL BE PERFORMED WITH A FLAT -END BUCKET TO AVOID DISTURBING THE SUBGRADE. 2. BACKFILL SHALL BE CLEAN, WELL COMPACTED, AND CONFORM TO TYPICAL ROADWAY DESIGN WHERE APPLICABLE. ARMORED SLOPE: 1. WHERE "ARMORED SLOPE" IS CALLED OUT IN THE CONTRACT DOCUMENTS, A 2H:1V ARMORED SLOPE IS TO BE BUILT. THE SLOPE SHALL BE BUILT WITH 4 -FOOT -WIDE BENCHES AND 2 -FOOT -HEIGHT STEPS. A NON -WOVEN GEOTEXTILE HAVING A MINIMUM 200 POUNDS GRAB TENSILE STRENGTH SHOULD BE INSTALLED OVER THE BENCHED SUBGRADE. THEN, 4 TO 6 -INCH SIZE QUARRY SPALLS SHOULD BE PLACED UNTIL A SMOOTH 2H:1V SLOPE FACE IS ACHIEVED. DESIGN CRITERIA: 1. DEAD LOADS: PRESTRESSED CONCRETE REINFORCED CONCRETE STEEL ASPHALT 2. LIVE LOADS: SIDEWALKS TRAFFIC LANES 165 PCF 155 PCF 490 PCF 140 PCF 100 PSF HS -20 TRUCK 3. SEISMIC: 0.66*W (TO MATCH 1995 DESIGN ACCELERATION OF 0.66G FOR EXISTING STRUCTURE; EXISTING STRUCTURE UTILIZED AN R=3N/SANDR=5E/W) 0.4*W FOR CONCRETE ELEMENTS SUPPORTED BY BEARING PADS (0.4 COEFFICIENT OF FRICTION) 0.35*W FOR STEEL ELEMENTS SUPPORTED BY BEARING PADS (0.35 COEFFICIENT OF FRICTION) 16*H FOR SEISMIC SOIL PRESSURE WHERE W = SEISMIC WEIGHT H = SOIL DEPTH 4. SOILS: SEE GEOTECHNICAL REPORT BY S&EE DATED JUNE 22, 2017 FOR SOIL CONDITIONS CONSIDERED. 5. CONSTRUCTION LOADS: CONSTRUCTION LOADS AND WORK PLATFORMS SHALL BE DEVELOPED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. 6. TRAFFIC BARRIER CRASH LOAD: 27 KIP LATERAL LOAD CONSISTENT WITH TL -2 LOADING PER AASHTO. CONTAINMENT: 1. NO MATERIAL RESULTING FROM CONSTRUCTION WORK SHALL FALL IN WATER. DATUMS: 1. VERTICAL DATUM IS NGVD29. 2. ALL ELEVATIONS ARE IN FEET. BY VERTICAL DATUM CONVERSION TABLE NOAA/NOS 8TH AVENUE BENCHMARK* PDE PLANE MLLW NAVD88 NGVD29 DESIGN HIGH WATER 16.0 13.5 10.0 ESTIMATED HIGHEST WATER 15.0 12.5 9.0 MEAN HIGHER HIGH WATER 11.1 8.6 5.1 MEAN HIGH WATER 10.2 7.7 4.2 MEAN PDE LEVEL 6.45 3.97 0.44 MEAN LOW WATER 2.7 0.2 -3.3 MEAN LOWER LOW WATER 0.00 -2.48 -6.01 LINE OF VEGETATION 11.00 8.5 5.0 *PROVIDED BY SURVEYOR APPROVED DATE �OE/NGm �r- ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU D06/22/17 06/22/17 06/22/17 REVIEWED FOR CODE COMPLIANCE APPROVED RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com GE ERAL NOTES CURR REVISION SYMBOL SOUTH OXBOW BRIDGE SHEET JOB NO. DWG NO. SO 1600438 DATE 06/28/17 COMP NO. -.o 0 X 0 .g a) C 0' m 0 0 X 0 0 m CO rr) E 0 N) N 0 0 00 N 0 0 0 E 0 * * STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING TABLE - REQUIRED GEOTECHNICALSPECIAL INSPECTIONS SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) REMARKS CONTINUOUS l PERIODIC PERIODIC SOILS VERIFY MATERIALS BELOW SHALLOW FOUNDA11ONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. TB 1705.6 1705.6 GEOTECHNICAL REPORT - X BY THE GEOTECHNICAL ENGINEER VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL - • X PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. _ X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. X - PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY. - X DRIVEN DEEP FOUNDATION ELEMENTS VERIFY ELEMENT MATERIALS, SIZES AND LENGTHS COMPLY WITH THE REQUIREMENTS. TB 1705.7 1705.7 GEOTECHNICAL REPORT X - BY THE GEOTECHNICAL ENGINEER: SPECIAL INSPECTIONS APPLY TO ELEMENT TYPE AND SIZE, CAPACITY OF TEST ELEMENTS, CONDUCT LOAD TESTS (IF REQUIRED), RECORD BLOW COUNT PER FOOT OF PENETRATION AND 11P/CUTOFF ELEVATIONS (IF APPLICABLE), DOCUMENT ANY ELEMENT DAMAGE. DETERMINE CAPACITIES OF TEST ELEMENTS AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED. X - - INSPECT DRIVING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. X - - VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM TYPE AND SIZE OF HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE DESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY DAMAGE TO FOUNDATION ELEMENT. X - - FOR STEEL PILES, PERFORM ADDITIONAL INSPECTIONS. 1705.2 - - - REFER TO TABLE 2 FOR ADDITIONAL MATERIALS RELATED SPECIAL INSPECTIONS AND TABLE 3 FOR TESTING BY SPECIAL INSPECTOR. TABLE 2 ® REQUIRED STRUCTURAL SPECIAL INSPECTIONS SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS l PERIODIC CONCRETE INSPECT REINFORCEMENT, INCLUDING EMBEDMENTS AND PRESTRESSING TENDONS, AND VERIFY PLACEMENT. TB 1705.3(1) 1705.3 ACI 318: 20, 25.2-25.3, 26.6.1-26.6.3, 26.8, 26.13.3TB - X TOLERANCE AND REINFORCING PLACEMENT PER ACI 318: 26.6 INSPECTION OF REINFORCING STEEL WELDING 1705.3(2) 1705.3.1 ACI 318: 26.6.4 AWS D1.4: 7 - - EXCEPT AS NOTED OTHERWISE MATERIAL VERIFICATION OF WELD FILLER METALS 1705.3.1COPY _ X MANUFACTURER'S CERTIFIED TEST REPORTS VERIFYING USE OF PROPER WELDING PROCEDURE SPECIFICATIONS - X OF WELDING PROCEDURE SPECIFICATIONS VERIFYING WELDER QUALIFICATIONS - X COPY OF QUALIFICATION CARDS VERIFY WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A 706. TB 1705.3 (2.a) AWS 4 ACI 31188 : 26.6.4 - X CERTIFIED MILL TEST REPORTS INSPECT SINGLE PASS FILLET WELDS, MAXIMUM 5/16 TB 1705.3 (2.b) _ X - INSPECT ALL OTHER WELDS TB 1705.3 (2.c) X - ALL WELDS VISUALLY INSPECTED PER AWS D1.4: 7.5 VERIFY USE OF REQUIRED DESIGN MIX. TB 1705.3(5) 1705.3 1904 1908.2 1908.3 19, 318: AACI 318: 94, 26.1.3 - X - PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. TB 1705'3(0ASTM 1908.10 ASTM C 172 C 31 ACI 318: 26.4, 26.12 X - - INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. TB 1705.3(7) 1705.3 1908.6-8 ACI 318: 26.5, 26.13.3 X - - VERIFY CURING METHOD AND DURATION OF CURING FOR EACH MEMBER. - ACI 318: 26.13.3.3(b) - X - Know what's below. Call before you dig. SYM REVISION BY APPROVED DATE SYM REVISION * * * * VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. TB 1705.3(8) 1908.9 ACI 318: 26.5.3-26.5.5, 26.13.3 - X - INSPECT PRESTRESSED CONCRETE FOR APPLICATION OF PRESTRESSING FORCES AND GROUTING OF BONDED PRESTRESSING TENDONS TB 1705.3(9) 1705.3 ACI 318: 26.10, 26.13.3 X - - INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. TB 1705.3(10) 1705.317 ACI 318: 26.9, 26.13.3X - - ALL CONNECTIONS VISUALLY INSPECTED, REFER TO ANCHOR AND WELDING REQUIREMENTS. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST -TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. TB 1705.3(11) 1705.3 ACI 318: 26.10.2, 26.11.2, 26.13.3 - X - INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. TB 1705.3(12) 1705.3 ACI 318: 26.11.1.2(b) - X - INSPECT REINFORCING STEEL MECHANICAL COUPLERS, TERMINATORS AND FORM SAVERSREPORTS - ICCAPMO EVALUAl10N - X VISUALLY INSPECT FOR CORRECT ASSEMBLY AND LOCATION SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 8) OBSERVE 1 PERFORM STEEL INSPECTION TASKS PRIOR TO WELDING: WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE 1705.2 AISC 360: TB N5.4-1 AISC 360: N5.4 - X - MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE - X - MATERIAL IDENTIFICATION (TYPE/GRADE) X - - WELDER IDENTIFICATION SYSTEM X - - FIT -UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY): JOINT PREPARATION, DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD QUALITY AND LOCATION), BACKING TYPE AND FIT (IF APPLICABLE) X - - CONFIGURATION AND FINISH OF ACCESS HOLES X - - FIT -UP OF FILLET WELDS: DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING (TACK WELD ANDQUALFIT (IF APPLICABLAND E) BACKING TYPE X - - CHECK WELDING EQUIPMENT _ - FABRICATOR OR ERECTOR SHALL OBSERVE INSPECTION TASKS DURING WELDING: USE OF QUALIFIED WELDERS 1705.2 AISC 360: TB N5.4-2 AISC 360: N5.4 X - - CONTROL AND HANDLING OF WELDING CONSUMABLES: PACKAGING, EXPOSURE CONTROL X - - NO WELDING OVER CRACKED TACK WELDS X - - ENVIRONMENTAL CONDITIONS: WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE X - - WPS FOLLOWED: SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.), PROPER POSITION (F, V, H, OH) X - - WELDING TECHNIQUES: INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUAUTY REQUIREMENTS X - - INSPECTION TASKS AFTER WELDING: WELDS CLEANED 1705.2 AISC 360: TB N5.4-3 AISC 360: N5.4 X - SIZE, LENGTH AND LOCATION OF WELDS - X - WELDS MEET VISUAL ACCEPTANCE CRITERIA: CRACK PROHIBITION, WELD/BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY - X - ARC STRIKES - X - K -AREA - X - BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) - X - REPAIR ACTIVITIES - X - DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER - X - BY APPROVED DATE fft,EtNG' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK INSPECTION TASKS PRIOR TO BOLTING: MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS 1705.2 AISC 360: TB N5.6-1 AISC 360: N5.6 - X - FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS X - - PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) X - - PROPER BOLTING PROCEDURE FOR JOINT DETAIL X - - CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS X - - PRE -INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBUES AND METHODS USED X - - PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS X - - INSPECTION TASKS DURING BOLTING: FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED 1705.2 AISC 360: TB N5.6-2 AISC 360: N5.6 X - - JOINT BROUGHT TO SNUG -TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION X - - FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING X - - FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES X - - INSPECTION TASKS AFTER BOLTING: DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS 1705.2 AISC 360: TB N5.6-3 - X - CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN DATE 06/22/17 06/22/17 06/22/17 06/22/17 REVIEWED FOR CODE COMPLIANCE APPROVED 7 SPECIAL INSPECTIONS CURRENT REVISION SOUTH OXBOW BRIDGE 0k/ SHEET JOB NO. DWG NO. SYMBOL 1600438 RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 06/28/17 COMP NO. * * cn 0 0 cn 0 0 X 0 cn 0 0 OD 00 M d• O co CL) E 0 ro N O O o Know what's below. N Call before you dig. STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING TABLE- REQUIRED STRUCTURAL SPECIAL INSPECTIONS SEOSMIC RESISTANCE REQUIRED STRUCTURAL TESTING SYSTEM OR MATERIAL INSPECTION REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS 1 PERIODIC GENERAL SEISMIC FORCE -RESISTING SYSTEMS (SFRS) IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F 1704.3.2 1705.12 - X _ REFERENCE GENERAL STRUCTURAL NOTES FOR OUTLINE OF SFRS SYSTEM. REFERENCE TABLE 2A FOR. MATERIAL SPECIFIC INSPECTION REQUIREMENTS. DESIGNATED SEISMIC SYSTEMS (SECONDARY) IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F - X - REFERENCE TABLE N1 AND N2 FOR INSPECTION REQUIREMENTS. TABLE 2B -REQUIRED STRUCTURAL SPECIAL INSPECTIONS FOR WIND RESISTANCE SYSTEM OR MATERIAL INSPECTION IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY (NOTE 6) CONTINUOUS 1 PERIODIC _ REMARKS GENERAL INSPECT FASTENING OF CANOPY FRAMING CONNECTIONS. 1705.11.3 X TABLE3® REQUIRED STRUCTURAL TESTING SYSTEM OR MATERIAL EACH PLATE LOCATION TESTING REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY CONTINUOUS 1 PERIODIC FREQUENCY CONCRETE REINFORCEMENT GEOTECHNICAL ILL -PLACE DENSITY OR PREPARED FIN-PLACE N DE DENSITY SUBJ107.5 1705.6 VARIES; MINIMUM PER IBC APPENDIX - X BY THE GEOTECHNICAL ENGINEER MATERIAL VERIFICATION VARIES; CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS - X BY THE GEOTECHNICAL ENGINEER TEST PILES - - - - BY THE GEOTECHNICAL ENGINEER CONCRETE COMPOSITE SAMPLES 1903 1705.3 ASTM C 172 ACI 318: 26.12 ONE SAMPLE FOR EA 150 CY NOR LESS THAN 5,000 SQ FT OF SLABS AND WALLS, ONE SET PER DAY MIN OBTAIN WHEN FRESH CONCRETE IS PLACED FOR EACH MIX DESIGN USED CONCRETE STRENGTH, LINO ASTM C 39 ACI 318: 26.12 EACH SAMPLE: 1 CYL - 7 DAYS 3 CYL - TEST AGE 1 CYL - HOLD (NOTE 9) REFER TO GENERAL NOTES FOR TEST AGE. FOR 6 BY 12 -INCH CYLINDERS, 2 CYLINDERS AT TEST AGE IS PERMITTED. CYL = CYLINDER CONCRETE SLUMP ASTM C 143 ONE TEST PER COMPOSITE SAMPLE AT POINT OF PLACEMENT CONCRETE AIR CONTENT ASTM C 231 ONE TEST PER COMPOSITE SAMPLE MIN ONE PER DAY CONCRETE TEMPERATURE ASTM C 1064 ONE TEST PER COMPOSITE SAMPLE ONE TEST PER HOUR WHEN AIR TEMP IS BELOW 40 DEG F OR ABOVE 80 DEG F STEEL RADIOGRAPHIC (RT) MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT) TESTING OF WELDS AISC 360 N5.5 RT- AWS D1.1: 6.16 MT- AWS D1.1: 6.14.4 UT- AWS D1.1: 6.13 & 6.14.3 PER DRAWINGS ALL CJP WELDS IN MATERIALS 5/16" OR GREATER REQUIRE UT TESTING PRE -CONSTRUCTION TESTING OF WELDED STUDS 1705.2.2 AWS D1.1: 7.7.1 EACH SIZE AND TYPE OF STUD EACH SHIFT - PRE -INSTALLATION VERIFICATION OF PRETENSIONED HIGH STRENGTH BOLTS 1705.2.1 AISC 360: TB N5.6-1 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS, SECTION 7 EACH COMBINATION OF DIAMETER, LENGTH, GRADE, AND LOT TO BE USED IN THE WORK - STAINLESS STEEL ULTRASONIC (UT) TESTING OF WELDS IAISC 360: 5.0 (UT -AWS 01.6: 6.13 'PER DRAWINGS 1 - TABLEI MT OF K -AREA OF ROLLED WIDE FLANGE COLUMN WEBS ADJACENT TO DOUBLER/CONTINUITY PLATE WELDS 1705.13.1 AISC 341: J6.20 AWS D1.1: 6.14.4 EACH PLATE LOCATION - C STRUCTURALTESTING FOR SEISMIC RESISTANCE SYSTEM OR MATERIAL TESTING REMARKS IBC CODE REFERENCE CODE OR STANDARD REFERENCE FREQUENCY CONCRETE REINFORCEMENT TEST ASTM A 615 REINFORCEMENT 1704.5(7)_ 1705.13 ACI 318: 20.2.2.5 - NOT REQUIRED IN SEISMIC DESIGN CATEGORY A OR WHEN CERTIFIED MILL TEST REPORTS ARE PROVIDED. REFER TO DRAWINGS FOR LOCATIONS. TEST ASTM A 615 REINFORCEMENT FOR WELDABILITY WHEN SUCH REINFORCEMENT IS TO BE WELDED 1704.5(6) 1704.13 ACI 318: 26.6.4 - - Name: MarthaF Date: SYM REVISION BY APPROVED DATE SYM REVISION * STEEL MT OF K -AREA OF ROLLED WIDE FLANGE COLUMN WEBS ADJACENT TO DOUBLER/CONTINUITY PLATE WELDS 1705.13.1 AISC 341: J6.20 AWS D1.1: 6.14.4 EACH PLATE LOCATION - MAGNETIC PARTICLE (MT) AND ULTRASONIC (UT) TESTING OF COMPLETE JOINT PENETRATION GROOVE (CJP) WELDS IN MATERIALS 5/16" THICK AND GREATER AISC 341: J6.2b MT - AWS D1.1: 6.14.4 UT - AWS D1.1: 6.13 & 6.14.3 UT 100% OF WELDS MT 25% OF WELDS REFER TO DRAIMNGS FOR LOCATIONS UT OF BASE METAL THICKER THAN 1-1/2" SUBJECT TO THROUGH -THICKNESS WELD SHRINKAGE STRAINS AISC 341: J6.2c AWS D1.1: 6.13 & 6.14.3 BEHIND AND ADJACENT TO EACH WELD - MT OF THERMALLY CUT SURFACES OF BEAM COPES AND ACCESS HOLES AT WELDED SPLICES AND CONNECTIONS WHEN THE FLANGE THICKNESS EXCEEDS 1-1/2" FOR ROLLED SHAPES OR THE WEB THICKNESS EXCEEDS 1-1/2" FOR BUILT-UP SHAPES AISC 341: J6.2d AWS D1.1: 6.14.4 EACH LOCATION - MT OF THE WELD AND ADJACENT AREA IN A REDUCED BEAM SECTION (RBS) PLASTIC HINGE REGION REPAIRED BY WELDING AISC 341: J6.2e AWS D1.1: 6.14.4 EACH LOCATION - MT OF THE ENDS OF FLANGE WELDS FROM WHICH WELD TABS HAVE BEEN REMOVED AISC 341: J6.21 AWS D1.1: 6.14.4 EACH LOCATION - STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES: 1. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (IBC) AND THE REFERENCE CODES AND STANDARDS LISTED IN NOTE 2. REFER TO TABLES 1 AND 2 FOR SPECIAL INSPECTION AND TABLES 3 AND 4 FOR TESTING REQUIREMENTS. 2. REFERENCE CODES AND STANDARDS ARE AS FOLLOWS: IBC ACI AWC AWS ASTM AISC RCSC TMS SDI 2015 318-14 SDPWS 2015 CURRENT EDITION CURRENT EDITION 360-10 341-10 2009 402-13, 602-13 QA/QC-2011 3. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED QUALIFIED TESTING AND INSPECTING AGENCY MEETING THE REQUIREMENTS OF ASTM E 329 (MATERIALS), ASTM D 3740 (SOILS), ASTM C 1077 (CONCRETE), ASTM A 880 (STEEL), AND ASTM E 543 (NON-DESTRUCTIVE). THE TESTING AND INSPECTING AGENCY SHALL FURNISH TO THE ENGINEER A COPY OF THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS 01.1. AND WABO. 4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS. ISSUES REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY UPON DISCOVERY. 5. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, ENGINEER, CONTRACTOR, AND OWNER. THE TESTING AND INSPECTING AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED. 6. CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT MEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. 7. OBSERVE: OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. PERFORM: PERFORM THESE TASKS FOR EACH ELEMENT. 8. INDICATED CONCRETE TESTING MEETS MINIMUM REQUIREMENTS FOR STRUCTURAL TESTING TO BE PROVIDED BY THE APPROVED QUALIFIED TESTING AND INSPECTING AGENCY. ADDITIONAL TESTING FOR CONSTRUCTION CONSIDERATIONS ARE NOT INDICATED AND SHALL BE DETERMINED BY THE CONTRACTOR AND PROVIDED AT CONTRACTOR'S EXPENSE. SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER PRIOR TO ANY FABRICA11ON OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE REINFORCEMENT, PRECAST OR PRESTRESSED CONCRETE ITEMS, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, AND SHEAR STUD LAYOUT. IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN. DEFERRED SUBMITTALS: PER IBC SECTION 107.3.4.1, DRAWINGS AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRED SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO FOLLOWING: PRESTRESSED CONCRETE (FABRICA11ON AND SHIPPING) PRECAST CONCRETE MICROPILES ELASTOMERIC BEARING ASSEMBLY STRIP SEAL ASSEMBLY APPROVED DATE 0:&ParAG' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK DATE 06/22/17 CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 06/22/17 06/22/17 06/22/17 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com SPECIAL INSPECTIONS RENT REVISION DATE 06/28/17 SOUTH OXBOW BRIDGE PARCEL NO. 042304916 BOEING PARCEL NO. 0423049150 DESIMONE TRUST WORK ZONE THIS CONTRACT DNR EASEMENT NO. 51-A24940 REPLACE 12" TIMBER PILE (COLUMN E) WITH 12" STEEL PIPE PILE TO SR99 PARCEL NO. 0423049195 DNR EXISTING TIMBER PILES NUMBERING, TYP PLAN VIEW SCALE IN FEET MHHW LINE III �l NEW SHEET � itt `� \\ � ‘47---- PILE, TV � II � IiPIA�I�C�EL IIS �INO. 0423049002 1171 I ).9, TGE NO WORK FOR THIS PORTION OF ' WORK AREA FOR BRIDGE UNDER THIS CONTRACT THIS CONTRACT ROAD CLOSURE --BARRIER DURING C0(SSTRUCTION BY CO BY CO (RACTO PARCEL NO. 04230491 BOEING PROPERTY LINES ARE ESTIMATED, TYP PARCEL NO. 0423049002 STRICK STORAGE YARD BRG WEST ABUTMENT PRECAST CONC DECK, TYP 21.167' STEEL GIRDER, TYP REMOVE AND REINSTALL DECK GIRDERS, RAILING AND CANOPY - SPAN 1 (SEE SHT S3) NEW PRECAST APPROACH SPAN EXIST TRAIL _v_ EL 5.10' MHHW EL 0.00' DATUM (NGVD 29) NEW BACKFILL NEW SHEET PILE, TYP w'rqW4(cf( 1Ww-wJj`l`e%`7vyyv vvvv ". NEW MICROPILE, TYP PILE TIP EL UNKNOWN 5 COLUMN TIMBER PILE BENT, TYP CATWALK TO REMAIN WEST OF PIER 1 CATWALK TO BE DEMOLISHED ELEVATION VIEW NOTES: 1. THIS CONTRACT IS FOR REPLACEMENT OF THE EAST TIMBER ABUTMENT (PIER "0") WITH A STEEL SHEET PILE AND MICROPILE SYSTEM. 2. THIS CONTRACT ALSO INCLUDES REPLACEMENT OF COLUMN "E" ON PIER 1. CONTRACTOR SHALL PROVIDE A TEMPORARY LATERAL SUPPORT SYSTEM FOR THE EAST ABUTMENT PRIOR TO R • . ;, m 1 SPAN 1 AND APPROACH SLAB TO ENSU ' E PAMIEWEST°"►?1TY OF EXISTING ABUTMENT POST REMOVAL. CODE COMPLIANCE APPROVED PERMIT CENTER Know what's below. CaII before you dig. 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com REVISION APPROVED REVISION APPROVED ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED D06/22/17 06 22 17 06/22/17 06/22/17 CURRENT REVISION BRIDGE SITE PLAN SOUTH OXBOW BRIDGE JOB NO. 1600438 COMP NO. DWG NO. CP N) 00 0 X iCD csb 0 X 0 CP 0 Name: MarthaF Date: Jun 28, 2017-03: 02: 43pm File: V: \1600438 P2 TEMP RELOCATE FIBER BY CENTURYLINK PRIOR TO BRIDGE REPAIR CONSTRUCTION T --- T -- EXISTING FIBER T — T — — -- T -- T — _ — — T T BRIDGE STRUCTURE TO REMAIN T ---- T P1 SPAN 1 TEMP REMOVE AND REINSTALL I �/ � //COVEREDWALKWAYTO/ r BE REMOVED AND 1 REINSTALLED AS IS 1 //// / BRIDGE EXIST PRECAST CONCRETE PANEL DECK ON STEEL ,r, WIDE FLANGE GIRDERS J CHIP OUT GROUT TO REMOVE PANELS AND REPAIR AS NECESSARY, SEE 1/S3 EXISTING TIMBER BACKWALL TO BE PERMANENTLY REMOVED EXISTING CONCRETE APPROACH SLAB TO BE PERMANENTLY REMOVED BORING LOCATION B-1 S. 102ND ST. — GAS GAS LAS—GO-6A SAWCUT AT EXISTING PRECAST PANEL SEAM GAS -6AS-- EXIST 4" GAS DEMOLISH CATWALK EAST OF PIER 1 TEMP RELOCATE GAS BY PSE PRIOR TO BRIDGE REPAIR CONSTRUCTION LEGEND EXIST CONCRETE PILE CAP TO BE PERMANENTLY REMOVED 0 A VA rt II II VA PI lir "mr:WirdlArr W•4erte `44P4r**vt# NA*" 4% EXIST TIMBER PILES TO BE PERMANENTLY REMOVED, TYP MHHW LIMIT GAS �\ GAS %f Know what's below. CaII before you dig. SYM REVISION DENOTES APPROXIMATE DEMOU11ON EXTENTS. BY APPROVED DATE AS— EXISTI PERMA G TIMBER WING WALLS TO BE ENTLY REMOVED, TYP GAS / / (CONTRACTOR MAY SUBMIT OTHER STABILITY PLAN TO ENGINEER) TEMPORARY TIEBACK, TYP OTHER PLAN ENGINEER) "A/ / 40e4 GAS ox, SYM GAS GAS To O PROPERTY LINES ARE ESTIMATED, TYP EXISTING PLAN EAST ABUTMENT 0 4 8 12 16 REVISION SCALE IN FEET BY APPROVED DATE foe ,0" i REMOVE DECK PANEL AND BARRIERS AT FIRST 1 PRECAST CONC PLANK ASPHALT TOPPING T.O.S EXISTING STEEL GIRDER, TYP EXISTING STEEL CAP BEAM 4"x6" BLOCKOUT AT 2'-0" W/ 3/4"0x4" NELSON STUD. FILLED WITH POURABLE GROUT. CHIP OUT TO REMOVE PANELS AND GIRDERS. REUSE THE NELSON STUDS WHEN PLACING THE NEW DECK PANELS 11111111111111111111111111115111111111111111111111111111111111 ' • ° I �I� r 1J EXISTING TYPICAL DECK PANEL TO PIER AND GIRDER CONNECTION 17-0" SCALE: 3/4"= 1'-0" C0 0 1- 0 cD EXIST EAST ABUTMENT 24'-0" TRANSVERSE DECK PANEL JT WEST OF P1 (FIELD MEASURE) COLUMN E ONLY NOTE: COVERED WALKWAY TO BE REMOVED AT NEXT SUPPORT WEST OF DECK PANEL JOINT AND REINSTALLED AS IS. ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE CAP BEAM TIMBER PILES TO BE REMOVED 2'-0" BELOW MUDLINE MINIMUM • • ..-BACKWALL'.• SECTION - EAST ABUTMENT REMOV DRAWN M. FAULK CHECKED T. ANDERSOJN 06/22/17 06/22/17 i REVIEWED FOR CODE COMPLIANCE APPROVED OCT 172017 EXCAVATION APPROACH SLAB TO BE DEMOLISHED (TO BE REMOVED) TO BE REMOVED AND REINSTALLED TO BE REMOVED AND REPLACED City DEMOLITION SITE PLAN AND DETAILS RREITirREMMON RECEIVED CITY OF TUKWILA JUL 072017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com SYMBOL DATE 06/28/17 ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 06/22/17 06/22/17 SOUTH OXBOW BRIDGE SHEET S3R JOB NO. 1600438 COMP NO. DWG NO. MarthaF Date: Jun 28 AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) PERFORATED PVC PIPE AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) NEW VERTICAL MICROPILE, TYP EXIST TIMBER PILES TO BE REMOVED 301' BRG NEW MICROPILE BRG 18'-0" 16'-0" 2'-0" 16'-0" oo F 0 N TOP EL 16.0 TOP EL 16.0 TIP EL -12.5 APPROACH SPAN CONCRETE FOOTING AZ 19-700 GR 50 OR SIMILAR (SEE NOTE 1) UNO 3'x3' ACCESS PANEL (LOCATION TO BE TIP EL -12.5 AZ 26-700 GR50 OR SIMILAR (SEE NOTE 1) Know what's below. Call before you dig. PLAN SCALE: 1/4" = 1'-0" TOP EL 16.0 TIP EL -12.5 " EL 17.5 APPROX GROUND LINE ct PIER 1 17'-0" c. EXIST BRG 1. NEW MICROPILE BRG 301' .. BACK OF PAVEMENT SEAT TO BRG 35'-3" EXIST SPAN 1 TO BE REMOVED AND REINSTALLED IN KIND 11" 1 NEW PRECAST APPROACH SLAB, SEE S8 HW EL 10.0 MHW EL 4.2 p MLW EL -3.3 p 1"0 WEEP HOLES AT 4' HORIZONTALLY AND VERTICALLY STARTING AT MUDLINE 1"± COMPRESSIBLE MATERIAL TO FILL GAP WHERE APPROACH SLAB EXISTS ABOVE PL 1/2 1/4 1-6 SHEET PILE TYPICAL SHEET PILE CAP DETAIL SCALE: 3" = 1'-0" TYP 4"0 SCH 80 PERFORATED PVC PIPE (SEE NOTE 6) NEW SHEET PILE AZ 26-700 GR50 TIP EL -41.0 c w CL 0_ _9" TOP EL 14.0' NEW CIP CONCRETE CAP BEAM, SEE 1/S6 TEMPORARY CONSTRUCTION STRUT COMPACTED FREE DRAINING ROCK GEOTEXTILE FABRIC NEW PLUMB MICROPILE, SEE S7 SECTION SCALE: 1/4" = 1'-0" TOP EL 14.5' 2:1 ARMORED SLOPE 9,_0" 0" 5'-6" NEW SHEET PILE AZ 19-700 GR 50 (SEE NOTE 3) TIP EL -12.5 NEW BATTERED MICROPILE, SEE S7 MICROPILES TYPE QTY COATING DEPTH MIN TIP EL ULTIMATE CAPACITY ALLOWABLE CAPACITY PLUMB 8 EL -4.0 -92.0 300 KIPS 120 KIPS BATTERED 6 EL -4.0 -92.0 300 KIPS 120 KIPS SHEET PILES WALL LENGTH*LENGTH*DEPTH COATING MIN Zx (in3 ft FRONT WALL 66'-1" 55'-0" EL -8.0 57.1 BACK WALLS 68'-4" 26'-6" EL -4.0 36.4 SIDE WALLS 68'-O" 28'-6" EL -4.0 r«v.s1 6.4REVIE ..., * CONTRACTOR TO VERIFY AND ADD CONTINGENCY AS REQUIRED. REVISION REVISION APPROVED Q�BOE/NG° a�— ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DATE M FAULK 06/22/17 T. ANDERSON 06/22/17 ENGINEER A. GASTINEAU 06/22/17 CHECKED T. WHITEMAN APPROVED 06/22/17 D FOR MPLIANCE APPROVED 1717 APPROACH SPAN CONCRETE FOOTING NOTES: 1. SIMILAR SHEET PILE MUST HAVE A YIELD STRENGTH, PLASTIC SECTION MODULUS, AND THICKNESS (FLANGE AND WEB) GREATER THAN OR EQUAL TO THE CALLED OUT SECTION. ALL PILES SHALL BE COATED TO THE DEPTH NOTED IN THE TABLE. SURFACE PREPARATION SHALL BE SSPC SP10 AND ONE COAT OF TNEMEC SERIES 142 EPDXOLINE APPLIED AT 16-20 MILS DFT OR SIMILAR. 3. SHEET PILES MUST BE LEVEL AND VERTICALLY TIED TO LINEARLY ADJACENT PILES TO SUPPORT CONSTRUCTION LOADS. PROVIDE TEMPORARY CONSTRUCTION STRUT OR OVER -EXCAVATE WITH ENGINEER'S APPROVAL. 5. VERIFICATION MICROPILE SHALL BE LOCATED WITH THE APPROVAL OF THE GEOTECHNICAL ENGINEER. MICROPILE SHALL BE TESTED ACCORDING TO PROJECT SPECIFICATIONS. 6. PERFORATED PVC PIPE SHALL PASS THROUGH FRONT SHEET PILE WALL AT EACH END AS SHOWN ON PLAN. RECEIVED CITY OF TUKWILA JUL ity o p fir $,z Ila iso 1601 Sth Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com CURRENT REVISION DATE EAST ABUTMENT REPLACEMENT 06/28/17 SOUTH OXBOW BRIDGE JOB NO. 1600438 COMP NO. DWG NO. Name: MarthaF Date: Jun 28, 2017-03: 02: 49pm File: V: \1600438 (Boeing Oxbow Bridge)\Design\Oxbow—SS.dwg Know what's below. CIII before you dig. SYM REVISION GRADE 80 THREADBAR MICROPILE 1 "x12"x12" BEARING PLATE 0 cV� 50 HEX NUT TO MATCH THREADBAR (FULL NUT ON TOP AS SHOWN) 1 "x12"x12" BEARING PLATE HALF HEX NUT TO MATCH THREADBAR, 2 PLACES, TYP BOT OF CAP EL. 13.0 FREE DRAINING ROCK EL. 10.0 PIPE CASING 12'10 PVC SLEEVE THROUGH GRAVEL NATIVE SOIL THREADBAR NEAT CEMENT GROUT 4 1 EL. 1.0 EL. —73.0 MINIMUM BOND LENGTH = 20' DRILLED AND GROUTED MICROPILE SHAFT TYPICAL MICROPILE ELEVATION SCALE: 1/2"= r—o" BY APPROVED DATE SYM REVISION BY APPROVED TOP PLATE CASING DRILLED AND GROUTED MICROPILE SHAFT PVC SLEEVE PIPE CASING THREADBAR SECTION CENTRALIZER NEAT CEMENT GROUT A DATE SCALE: 3"= 1'-0" PLAN VIEW SCALE: 3"= 1'-0" GROUT HOLE CENTER HOLE FOR THREADBAR DRILLED AND GROUTED MICROPILE SHAFT THREADBAR 1*? SECTION CENTRALIZER NEAT CEMENT GROUT SCALE: 3"= 1'-0" ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED CE) DATE 06/22/17 06/22/17 06/22/17 06/22/17 MICROPILES SHALL BE DESIGNED FOR THE FOLLOWING DESIGN LOAD: AXIAL LOAD 120 KIPS COMPRESSION OR 120 KIPS TENSION NOTES: 1. MICROPILES SHALL BE DESIGNED AND TESTED TO MEET GEOTECHNICAL AND STRUCTURAL CAPACITIES. REFER TO 3/27/2017 DESIGN MEMORANDUM BY SOIL AND ENVIRONMENTAL ENGINEERS. 2. ALLOWABLE DESIGN LOADS COMPRESSION = 120 KIPS TENSION = 120 KIPS REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 MICROPILE DETAILS SOUTH OXBOW BRIDGE CURENT REVISION SYMBOL RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 06/28/17 SHEET S5 JOB NO. 1600438 COMP NO. DWG NO. 0 O x 0 = m 0 X O CP 0 on oo 0 CN LO O O N 0(5 CN Name: MarthaF Date: NEW ASPHALT OVERLAY GROUT PAD 3/4" CHAMFER, TYP WATERPROOF MEMBRANE SPAN 1 1" COMPRESSIBLE MATERIAL BEGIN SLAB PANEL PLACEMENT DEBONDING MATERIAL 3" ELASTOMERIC BEARING PAD SEE S7 (TYPE 1) FOR BEARING N.. 2% r PL 1/2 (2) 4" 3/4"0 STUDS WELDED TO UNDERSIDE OF SHEET PILE CAP PLATE AT 6 BATTERED MICROPILE LOCATIONS NOTE: 9" 2'-3" 1'-6" SEE DETAIL 2 FOR REINFORCEMENT. OVERLAY C▪ N j. EXISTING BEARING 1'-4" 2'-0" 2% 1,_9" 6'-0" 2'-6" BACK OF PAVEMENT SEAT APPROACH BEARING STRIP SEAL 1 1/2" ELASTOMERIC BEARING PAD APPROACH TOPPING APPROACH ASPHALT rl 2% EAST ABUTMENT - ELEVATION SCALE: 1" = 1'-0" 2" NORMAL TO JOINT . a a a 4 14 NOTE: EXTEND SLAB STEEL INTO THE BLOCKOUT. 4. a • t SEE S7 (TYPE 2) FOR APPROACH BEARING GROUT PAD 1/2" CHAMFER APPROACH SPAN #4 AT 12" • • BACK OF PAVEMENT SEAT — J U 4 2'-0"®12" 761 7.1 .J] EXTEND HOOK TO 3" EL 13.0 FROM SHEET PILE FACE SEE S5 FOR MICROPILE CONNECTION DETAIL WATSON BOWMAN ACME STRIP SEAL TYPE "M" SE -400 OR SIMILAR ad 4 4 2 a• 4 a 4 •• 4• a <2•1/2" a .4 4•4 44 • •A. A •A 1/2"0x6" STUDS SPACED AT 1'-0" EACH ROW, ALTERNATE TOP OF PRESTRESSED SLAB 6"x8 1/4" MIN BLOCKOUT, TYP FACE OF CAP CAP BEAM - REINFORCEMENT SCALE: 1 1/2" = 1'-0" CAP PLATE SHEAR STUDS PER A/S5 r L 11E #7 TO NEAREST BATTERED MICROPILE THREAD BAR WITH 180' HOOK #4 TIE © 12", UNO #9, UNO REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila I BUILDING DIVISION TYPICAL SHEAR STUD CONNECTION (6) LOCATIONS Know what's below. CaII before you dig. SCALE: 1 1/2" = 1'-0" SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE Mff,/NG° ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED CAP BEAM URRENT REVISION SYMBOL RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 06/28/17 06/22/17 SOUTH OXBOW BRIDGE 00/25/I7 SHEET JOB NO. DWG NO. S6 1600438 COMP NO. Name: MarthaF Date: Jun 28, BEARING SEAT (LEVEL) Know what's below. CaII before you dig. CAP BEAM J 0 BRG 14 GAUGE (0.0747") STEEL SHIM, TYP >- J 0 CL S c.) 0 o.. CL LJ0 " 1" EPDXY BOND GROUT PAD ti 1 /2" COVER, TYP .. ti NOTE: BEARING AT APPROACH SHOWN, BEARING AT MAIN SPAN PO SIMILAR ELEVATION SCALE: 6"= 1'-0" CC W CNI BRG (ALONG THE CAP BEAM) 1 1/2" (TYP) PLAN 0 SCALE: 6"= 1'-0" ELASTOMERIC BEARING PAD GROUT PAD REVISION APPROVED REVISION APPROVED ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED o6/2017 NOTES: 1. ELASTOMERIC BEARINGS SHALL CONFORM TO THE REQUIREMENTS OF AASHTO SPECIFICATION M 251 PLAIN AND LAMINATED ELASTOMERIC BRIDGE BEARINGS. 2. THE STEEL REINFORCED ELASTOMERIC BEARINGS ARE DESIGNED USING AASHTO METHOD B. 3. MATERIAL PROPERTIES: • ELASTOMER LOW-TEMPERATURE GRADE SHALL BE 4 OR HIGHER. • THE SHEAR MODULUS AT 73f SHALL BE 165 PSI. • SHIMS SHALL BE FABRICATED FROM ASTM A1011 GRADE 36 STEEL. 4. EACH STEEL GIRDER SHALL BE SUPPORTED BY (1) BEARING PAD (TYPE 1) AT THE CAP BEAM. EACH PRESTRESSED SLAB PANEL SHALL BE SUPPORTED BY (2) BEARING PADS (TYPE 2) ALONG THE CAP BEAM. BEARING DESIGN TABLE BEARING TYPE TYPE 1 TYPE 2 LOCATION MAIN SPAN PIER 0 APPROACH PLAN DIMENSION, L 8 IN 6 IN PLAN DIMENSION, W 6 IN 12 IN UNLOADED HEIGHT, H 3.0 IN 1.5 IN NUMBER OF INTERNAL ELASTOMERIC LAYERS 5 2 MAXIMUM DISPLACEMENT 1.5 IN 0.75 IN 06/22/17 06/22/17 06/22/17 06/22/17 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 172017 City of Tukwila BUILDING DIVISION CURRENT REVISION BEARING DETAILS SOUTH OXBOW BRIDGE SYMBOL RECEIVED CITY OF TUKWILA JUL 072017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 06/28/17 SHEET S7 JOB NO. 1600438 COMP NO. DWG NO. oci 0 0 x 0 0 L. m 0 0 x 0 0 m co 0 CO E r) 0 03 N 0 0 u_ 0 1 0 E 0 C P1 1'-6 1/2" EXISTING BEARING (P0) BACK OF PAVMT SEAT P2 -- 17,-0" 31'-11 1/2" -9" ±22'-O" TO PANEL JOINT APPROACH SPAN BEARING #5 @ 12" EACH FACE NEW CAP BEAM 2'-0" EDGE OF PRECAST DECK PANEL 2'-5" DECK PANEL SEAM, TYP SYMM ABOUT c. BRIDGE EXISTING STEEL BEAM, TYP ■ ■ ■ APPROACH SLAB GIRDER SCHEDULE z a N GIRDER ■ ■ IN ■ ■ ■ ■ ■ ■ PLAN LENGTH (ALONG GIRDER GRADE) (SEE PRESTRESSED PANEL NOTE 1) NUMBER DIAMETER ■ ■ ■ ■ A 1 ID 1 00 PRESTRESSING STRANDS (SEE PRESTRESSED PANEL NOTES) S10 ■ ■ ■ DECK SCREED CAMBER C MIDSPAN DEFLECTION D BOTTOM ROW ■ ■ ■ ■ I ■ I I I I I 1 ■ ■ ■ ■ e, eZ U O .O ■ ■ ■ i ■ I I PERMANENT STRANDS JACKING FORCE (KIPS) 1 -44- - DEBONDED NUMBER AND LENGTH PERMANENT STRANDS JACKING FORCE (KIPS) 1- 1- —I ■ ■ = UPPER BOUND ® 120 DAYS APPROACH .< Q J LAJ ■ ■ in ■ 1 ■ END OF PRECAST 1 48" 32'-11 1/2" Z a_ PRESTRESSED SLAB ■ ■ ■ ■ 90' END OF PRECAST 7.0 ■ ■ ■ ■ I I I I I I I I ■ ■ ■ 15 PRESTRESSED SLAB •O I 00 - ■ ■ ■ ■ I ■ I I 4 q - ■ ■ ■ ■ ■ 0.20" 0.48" 1.20" —I ■ ■ ■ NOTE: IF SHEET PILES INTERFERE WITH CONCRETE FOOTING, CONTACT ENGINEER FOR GUIDANCE. EDGE OF PRECAST PRESTRESSED SLAB, TYP APPROACH SPAN CONCRETE FOOTING (SEE NOTE) 5-6 PRECAST DECK PANEL AND PRESTRESSED APPROACH SPAN PANEL FRAMING PLAN SCALE: 1/4" = „o. #5 @ 12" 3" CLR CAP BEAM BELOW @ SIM #5 @ 6" APPROACH FOOTING BRG 5" 90' HOOK 1/2" COMPRESSIBLE MATERIAL RCN N CC U APPROACH SPAN 1 /2"x2'-0"xCONT RUBBER PAD @ FOOTING ONLY J -0" 3/4" CHAMFER M J U 2'-O" 0 . #5 @ 12" EACH WAY TOP AND BOTTOM lo III IIIII II11111= —III_III SUBGRADE TO BE INSPECTED BY THE GEOTECHNICAL ENGINEER S&EE TYPICAL GIRDER STOP SECTION 3/4 C SCALE: 1" = 1'-0" SPAN SET SCREED TO THIS LINE BRG 3/4 C 1/4 PT FINISHED GRADE LINE 3/4 PT SCREED SETTING DIMENSIONS FOR DIMENSION "C" SEE GIRDER SCHEDULE TABLE CO REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISION Know what's below. CaII before you dig. SYM RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE gli_m.Rzrzws® ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 006/22/17 06/22/17 06/22/17 06/22/17 FRAMING PLAN CURRENT REVISION SHEET SOUTH OXBOW BRIDGE 06/ 7I7 JOB NO. DWG NO. SYMBOL S8 1600438 DATE 06/28/17 COMP NO. APPROACH SLAB GIRDER SCHEDULE z a N GIRDER GIRDER HEIGHT H GIRDER WIDTH W PLAN LENGTH (ALONG GIRDER GRADE) (SEE PRESTRESSED PANEL NOTE 1) NUMBER DIAMETER GIRDER END DETAILS MIN. CONC. COMP. STRENGTHVERTICAL PRESTRESSING STRANDS (SEE PRESTRESSED PANEL NOTES) "A" DIMENSION AT BEARINGS DECK SCREED CAMBER C MIDSPAN DEFLECTION D BOTTOM ROW TOP ROW e, eZ 28 -DAYS F'C (KSI) RELEASE F'CI (KSI) PERMANENT STRANDS JACKING FORCE (KIPS) EXTENDED NUMBER AND LENGTH DEBONDED NUMBER AND LENGTH PERMANENT STRANDS JACKING FORCE (KIPS) TEMPORARY STRANDS 50% LOWER BOUND 40 DAYS UPPER BOUND ® 120 DAYS APPROACH 1 THRU 9 12" 48" 32'-11 1/2" - - 90' 90' 7.0 5.0 15 659.1 - - 4 175.8 - 5.25" 0.20" 0.48" 1.20" CO REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISION Know what's below. CaII before you dig. SYM RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE gli_m.Rzrzws® ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED 006/22/17 06/22/17 06/22/17 06/22/17 FRAMING PLAN CURRENT REVISION SHEET SOUTH OXBOW BRIDGE 06/ 7I7 JOB NO. DWG NO. SYMBOL S8 1600438 DATE 06/28/17 COMP NO. cn 0 X 0, a) a) cn .CDL 0 JD X a) 0 co co —4- 0 (0 a M V) 0 N Know what's below. N Call before you dig. CHAMFER TO MATCH EXISTING PRECAST BARRIER, TYP Name: MarthaF Date: SYM #4 © 9"OC CONTRACTOR MAY PROPOSE ALTERNATIVE DOWEL CONFIGURATION WITH ENGINEER'S APPROVAL CHAMFER TO MATCH EXISTING PRECAST BARRIER REVISION „ 5,–O" 1'-0" BY APPROVED DATE SYM DRIP GROOVE 1/2" R REVISION APPROVED DATE PRECAST DECK PANEL 4"x6" BLOCKOUT AT EXISTING STUD LOCATIONS, TYP. GROUT W/ NON–SHRINK GROUT AFTER PANEL INSTALLATION, SEE NOTE 3 —� 4" U ASPHALT OVERLAY WATERPROOF MEMBRANE N #5®12"MAX —J U I NOTES: 1. CONTRACTOR SHALL PROVIDE WATERPROOF MEMBRANE ON TOP OF DECK PANELS BEFORE PLACING THE ASPHALT. 2. CONTRACTOR SHALL SUBMIT LIFTING AND HANDLING PLAN TO THE ENGINEER FOR APPROVAL. 3. CONTRACTOR SHALL PROVIDE 4"x6" STUD BLOCKOUT LOCATIONS TO FABRICATOR BASED ON ACTUAL FIELD MEASUREMENTS OF EXISTING CONDITIONS. 0 PRECAST DECK PANEL a (D #6 (4 6" MAX, TYP 2'–O" 8" N ASPHALT OVERLAY #5 © 12" —J U #4 © 6"OC 2" CLR, TYP #4, TYP (5) #5 SLOPE 1" • ° #4 © 9"OC to - CONTRACTOR MAY PROPOSE ALTERNATIVE DOWEL CONFIGURATION WITH ENGINEER'S APPROVAL BARRIER AND WALKWAY DETAIL SCALE: 1 1/2" = r–o° gLmma/NG' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRIP GROOVE 1/2" R DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED „ CHAMFER TO MATCH EXISTING PRECAST BARRIER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com CURNT REVISION SYMBOL DECK SLAB AND BARRIER DATE 06/28/17 06/22/17 SOUTH OXBOW BRIDGE JOB NO. DWG NO. 1600438 COMP NO. WALKWAY 10 0 ®6"OC #4 ® l #4 @ 6"OC TYP #4 ® 9"OC 0 °' #4, 0 2TYPR 0 2" CLR I #4, TYP ° TYP (8) #5 4 O cel #5 © 12", TYP --, U O O 7m ° ° ° ° ° ,_ S� 8" \ / BY APPROVED DATE SYM DRIP GROOVE 1/2" R REVISION APPROVED DATE PRECAST DECK PANEL 4"x6" BLOCKOUT AT EXISTING STUD LOCATIONS, TYP. GROUT W/ NON–SHRINK GROUT AFTER PANEL INSTALLATION, SEE NOTE 3 —� 4" U ASPHALT OVERLAY WATERPROOF MEMBRANE N #5®12"MAX —J U I NOTES: 1. CONTRACTOR SHALL PROVIDE WATERPROOF MEMBRANE ON TOP OF DECK PANELS BEFORE PLACING THE ASPHALT. 2. CONTRACTOR SHALL SUBMIT LIFTING AND HANDLING PLAN TO THE ENGINEER FOR APPROVAL. 3. CONTRACTOR SHALL PROVIDE 4"x6" STUD BLOCKOUT LOCATIONS TO FABRICATOR BASED ON ACTUAL FIELD MEASUREMENTS OF EXISTING CONDITIONS. 0 PRECAST DECK PANEL a (D #6 (4 6" MAX, TYP 2'–O" 8" N ASPHALT OVERLAY #5 © 12" —J U #4 © 6"OC 2" CLR, TYP #4, TYP (5) #5 SLOPE 1" • ° #4 © 9"OC to - CONTRACTOR MAY PROPOSE ALTERNATIVE DOWEL CONFIGURATION WITH ENGINEER'S APPROVAL BARRIER AND WALKWAY DETAIL SCALE: 1 1/2" = r–o° gLmma/NG' ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRIP GROOVE 1/2" R DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED „ CHAMFER TO MATCH EXISTING PRECAST BARRIER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com CURNT REVISION SYMBOL DECK SLAB AND BARRIER DATE 06/28/17 06/22/17 SOUTH OXBOW BRIDGE JOB NO. DWG NO. 1600438 COMP NO. 00 Name: MarthaF Date BRG 5 1/2" 1'-6" MIN 3'-0" MAX WELD TIE 4'-0" MAX, TYP h 1. WELD TIE WELD TIE 6" TYP J W CL Q J OC 0 C. SLAB PANEL •► •...• tV• "s)ty . • • • . • 45', • • • • . TYP . ▪ s . A • � PANEL SYMM 1/2" CHAMFER AT CORNERS, TYP C. SLAB PANEL #4 1 1/2" • . CLR G3 • a • • • • • • • • • 5 1/2" G5 #4 & G6 #4 OR (2) G7 #4 & (2) G8 #4 L/2 0_ BRG PLAN SHIPPING SUPPORT 2'-6" H LOCATION f_ LIFTING LOOP —6" 1 1/2" CLR N (5) G3 G4 #4 1' . • • SCALE: 3/4"= 1'-0" 62 ON OTHER END NOT SHOWN (5) G1 #4 FILL KEYWAY WITH NON—SHRINK 2 1 /2" GROUT. OMIT KEYWAY ON EXT TYP SIDE OF EXT SLAB AND ROUND TOP EDGE WITH AN EDGING TOOL Know what's below. CaII before you dig. G2 #4 SIDE ELEVATION JOINT & WELD TIE 1 1/4" DIA x 6" A36 ROD, SEAL KEYWAY BEFORE PLACING CONC 3/8" ASTM A36 PL 1/2x3x0'-6" ±1/4" WELD TIE ALTERNATE #1 SECTION SCALE: 3/4"= 1'-0" (2) 1/2" DIA x WELDED SHEAR STUD, TYP A 1/4 1/4 JOINT & WELD TIE 2 1/2" TYP STRAND SEQUENCE O 0 13 15 0 0 16 14 N O 0 0 000000000 O O 0 1 9 3 11 5 17 7 19 8 18 6 12 4 10 2 i JOINT & WELD 11E PANEL SYMM ASTM A36 PL 3/4x3x0'-4" L 2x2x1/4x0'-6 ASTM A36 3/8" t1 4 WELD TIE ALTERNATE #2 SECTION SCALE: 3"= 1'-0" SCALE: 3"= 1'-0" (2) 1/2" DIA x 4' WELDED SHEAR STUD, TYP FILL KEYWAY WITH NON—SHRINK GROUT. OMIT KEYWAY ON EXT SIDE OF EXT SLAB AND ROUND TOP EDGE WITH AN EDGING TOOL TOP OF ASPHALT OVERLAY TO MATCH EXISTING CONDITIONS CONCRETE TOPPING SEE KEYWAY DETAIL PRESTRESSED PANEL NOTES 1. PLAN LENGTH SHALL BE INCREASED AS NECESSARY TO COMPENSATE FOR SHORTENING DUE TO PRESTRESS AND SHRINKAGE. 2. ALL PRE—TENSIONED STRANDS SHALL BE 0.6"0 LOW—RELAXATION STRANDS (AASHTO M 203 GRADE 270). 3. CUT ALL STRANDS FLUSH WITH THE GIRDER ENDS AND PAINT WITH AN APPROVED EPDXY RESIN. 4. THE TOP SURFACE OF THE PANEL SHALL BE ROUGHENED IN ACCORDANCE WITH SECTION 6-02.3(25)H OF THE WSDOT STANDARD SPECIFICATIONS. 5. LIFTING EMBEDMENTS SHALL BE INSTALLED IN ACCORDANCE WITH SECTION 6-02.3(25)L OF THE WSDOT STANDARD SPECIFICATIONS. 6. ALL REINFORCING STEEL SPLICES SHALL BE 2'-0" MINIMUM, UNLESS SHOWN OTHERWISE. 7. NO TRAFFIC SHALL BE ALLOWED ON A BEAM ADJACENT TO A GROUTED JOINT UNTIL THE GROUT HAS ATTAINED A MINIMUM STRENGTH OF 4000 PSI. 8. SELF CONSOLIDATING CONCRETE SHALL NOT BE USED FOR FABRICATION OF PRECAST PANELS. (5) G6 G1 SYMM ABOUT CL SLAB PANEL #4 TOP & (5) G2 #4 BOT EVENLY SPACED #4 © 12"OC, MAX ROUGHENED TOP SURFACE OF SLAB PANEL, TYP G5 #4 0 0 0 0 CO P A ' • ® 0 • �� E U 0 0 0 0 ®o 0 c-) 0 0 0 PRESTRESSING STRAND, TYP C JOINT INTERIOR PANEL /\ ff EXTERIOR PANEL (3) SPA © 4" C_) 4) SPA © 4'-0" DRIP GROOVE 1/2"R 3" 4" TYPICAL PRESTRESSED PANEL SECTION FILL KEYWAY WITH NON—SHRINK GROUT. OMIT KEYWAY ON EXT SIDE OF EXT SLAB AND ROUND TOP EDGE WITH AN EDGING TOOL 3/8" KEYWAY DETAIL SECTION FOAM BACKER ROD SCALE: 1 1/2" = 1'-0" CG TOP STRANDS CG BOTT STRANDS CHAMFER, TYP BENDING DIAGRAM (ALL DIMENSIONS ARE OUT TO OUT) 2,-0" G3 3'-5" • G5 9" TYP N 3'-6" G4 3,-5" f G6 A N 1 REVIEWED FOR CODE COMPLIAN( APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISIO N RECEIVED CITY O 2 t ULA 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com REVISION APPROVED REVISION ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED D06/22/17 06/22/17 06/22/17 06/22/17 ENT REVISION DATE APPROACH SPAN 06/28/17 SOUTH OXBOW. BRIDGE SHEET JOB NO. DWG NO. 1600438 COMP NO. 2:1 SLOPE FROM TOP OF FRONT SHEET PILE WALL TO EL 17.0 • COMPACTED FREE I DRAINING ROCK//A /////////////// // /// /////q/ e 1 T -- T -- _ T -- — — T • // 1 / / REPAIR SLOPE ATO MATCH EXISTING AS NEEDED / / / e 111111 / 1_1111111111111111ffiff1111111111711MCII BARRIER ;111,1 L__ _nlvtl�n�mr�(ni m�u am►nm un,n�� �` 1 �■I f' ami wu•�.in�u.�aornunarnrru�at +', % :?.�. . �., _...�/I �. G - / �e /D4e 11// 4 i �1 �. IIII i II ��� /I. r, , / 111111 Illi I �'�vo „'>>>� i / / / / / / Newm BARRIER AND aJRB TRANSITION \I I \ I I I \ I I I I 0 0 x 0 .� 0 x 0 co 0 0 a5 rn ro 0 11-3 CN Name: tauniea Date: Jun 28, Know what's below. CaII before you dig. 112:1 SLOPE FR IIII OF FRONT SH II I��I�REPAIR SLO E TO�III"� IIIIII'I� I I"I IIII IIII I�I �I �� iCOMPACTED FR M TOP /Ill ycT PILE III it WALL TO EL 1'7.0 1111'11 1,h1///'�11 illlll�h�/7/// h////"I! 1,,�, Iii lil III Illi 11111111] Ill Ill 111 111111111111 111 1111111 I,, 1111 IIII III (/ \ \ III .1. lll�,, il�,,.i���,li��i �►��,1��i1 llirl 111 � Ill 1111 �� 1111 III I III . ,� III 1ili REPAIR SLO E T01 111111 Ilill� IIII IIII IIII III I �,. COMPACTED FR I l X11. I I 1 \ \ .1 I l i i EDGE\OF -GC —G--- \ APPROACH SLAB JERSEY BA'TRIER SII VIII III�I � � EE IIII IIIIIIII� I�I III II MATCH EXITING � I DRAINING ROCK I��IIII III��III II��III,AS NEEDII IIII°SII jII��I SII,�II�����j�I�I�IIIII�IiII�I�IIIfIIIIIIIIIIi � �� �I�I��� � I�III illll�lll "'11111 � �IIIII�III l I� 4111 Illi Till 11111 � \ \ \ \ III IIII��III I II�� I��� Iq���iq����lll� II�� IIIII�III IIII�IIII�IIIII �� III Ilp II�� „ i Illi 11 \\\ �`\�\\ � � I ��IIIII ��I �I�II ��I� ���Il►�q Iq�lllll SII III�IIII � lll��«llll I I���� �` \\‘ \\\ 0\\\i\\\\,��l�i,���ll���am��.<<�ll<<���`��,ll��ll�`�\�`��`�����\,��\��\\\\�\\\\ \\\ ��\��\.III I� N�l��`����\���\��\\��\\�\\\\\��`\ I`� �`\\\\\\ 1WW\ft*t\\\& 11 `��\\� \ \\\\\\\\\\\�\��\\�\ ��\\\\\\\\\ \\\ \ \\\\\\\\�\\\\ \\\\\ , 1111111,1�\��\\\,,\�\\\\\\\\V,,\\l. �\V�\\\,A \ \ \\\\\ *\\\%% \\\ \'%\\\\\ \\\\\\O\ \\\� ,.. VAStt\\\\ \* ��\\ \ „„ PLAN / 0 5 10 15 SCALE IN FEET / / / / / / G— / \ \ / / EXTENTS OF PAVEMENT REPLACEMENT TO\ MATCH EXIS1ING, UNO r / / —— G -- / / /\< G — f— G — — G— — —f� I I I I Il _ _ _ have 7 ,J the l ' _plans aA e been reviewed by 1 tub is Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISION RECEIVED CITU OF TUKWILA JUL 0 7 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ?1,....m.&111:em•sa ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED D06/22/17 06/22/17 06/22/17 06/22/17 CUR ENT REVISION SYMBOL GRADING PLAN SOUTH OXBOW BRIDGE 06/T017 SHEET JOB NO. DWG NO. S 1 1 1600438 DATE 06/28/17 COMP NO. BK OF PVM'T SEAT EXP JT MATCH CURB LINE MATCH BARRIER FACE LINE CAP BEAM BELOW Know what's below. CaII before you dig. SYM BARRIER EDGE OF APPROACH SLAB BARRIER HEIGHT TRANSITION TO MATCH TOP OF JERSEY BARRIER POC J 7 APPROACH SLAB BELOW BARRIER AND CURB TRANSITION EXP JT -� MATCH BARRIER FACE LINE Ste% `L• MATCH CURB LINE WSDOT STD CONNECTION W/ PIN JERSEY BARRIER • ELEV 14' ELEV 13.5' to2' 2:1 MAX SLOPE REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ?1,....mmEzmre ELEV 17'± ELEV 16' • • • V BARRIER HEIGHT TRANSITION FROM 4'-4" TO 2'-8" TO MATCH TOP OF JERSEY BARRIER ASPHALT OVERLAY • N/ .. ELEV 14' 2:1 MAX SLOPE ELEV 13.5' 2'-0" CV MIN JERSEY BARRIER NOTE: APPROACH SLAB PANEL REINF NOT SHOWN FOR CLARITY ASPHALT OVERLAY SECTION SCALE: 1"= 1'-0" S11 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: I0 APPROACH SLAB PANEL REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2017 City of Tukwila BUILDING DIVISION ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN M. FAULK CHECKED T. ANDERSON ENGINEER A. GASTINEAU CHECKED T. WHITEMAN APPROVED DATE 06/22/17 06/22/17 06/22/17 06/22/17 GRADING DETAILS CURRENT REVISION SYMBOL RECEIVED CITY OF TUKWILA JUL 07 2017 PERMIT CENTER 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com DATE 06/28/17 SOUTH OXBOW BRIDGE SHEET JOB NO. S12 1600438 COMP NO. DWG NO.