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Page 281
Suggested Citation:"Appendix D." National Academies of Sciences, Engineering, and Medicine. 2020. Guide Specification for Service Life Design of Highway Bridges. Washington, DC: The National Academies Press. doi: 10.17226/25672.
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Page 282
Suggested Citation:"Appendix D." National Academies of Sciences, Engineering, and Medicine. 2020. Guide Specification for Service Life Design of Highway Bridges. Washington, DC: The National Academies Press. doi: 10.17226/25672.
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Page 283
Suggested Citation:"Appendix D." National Academies of Sciences, Engineering, and Medicine. 2020. Guide Specification for Service Life Design of Highway Bridges. Washington, DC: The National Academies Press. doi: 10.17226/25672.
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Page 284
Suggested Citation:"Appendix D." National Academies of Sciences, Engineering, and Medicine. 2020. Guide Specification for Service Life Design of Highway Bridges. Washington, DC: The National Academies Press. doi: 10.17226/25672.
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Page 284
Page 285
Suggested Citation:"Appendix D." National Academies of Sciences, Engineering, and Medicine. 2020. Guide Specification for Service Life Design of Highway Bridges. Washington, DC: The National Academies Press. doi: 10.17226/25672.
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Page 285
Page 286
Suggested Citation:"Appendix D." National Academies of Sciences, Engineering, and Medicine. 2020. Guide Specification for Service Life Design of Highway Bridges. Washington, DC: The National Academies Press. doi: 10.17226/25672.
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Page 286
Page 287
Suggested Citation:"Appendix D." National Academies of Sciences, Engineering, and Medicine. 2020. Guide Specification for Service Life Design of Highway Bridges. Washington, DC: The National Academies Press. doi: 10.17226/25672.
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Below is the uncorrected machine-read text of this chapter, intended to provide our own search engines and external engines with highly rich, chapter-representative searchable text of each book. Because it is UNCORRECTED material, please consider the following text as a useful but insufficient proxy for the authoritative book pages.

NCHRP Web-Only Document 269: Guide Specification for Service Life Design of Highway Bridges D-1 A P P E N D I X D Example Preservation Plan Starts on following page.

Oregon Department of Transportation Draft Bridge Service Life Cycle Management Plan - 2018 Yaquina Bay, Hwy 9 – Br. 01820 Bridge Data Location and Classification Description Feature Carried: US 101 Bridge Number: 01820 Milepoint: 141.68 Bridge Name: Yaquina Bay, Hwy 9 Feature(s) Crossed: Yaquina Bay Common Name: Yaquina Bay Bridge Descriptive Location: Newport S C Limits Year Built: 1936 ADT: 15300 (2016) Bridge Length: 3260.57 ft Truck Percentage: 4% Deck Width: 36.33 ft Latitude: 44.62139 Deck Area: Longitude: -124.05533 Main Structure Type: Steel Cont. Thru Arch County: Lincoln Bridge Log Description: 1-51', 1-50', 1-56'6", 1- 70', 1-56'6" RCDG, 1- 350' St Dk Arch, 1-600' St Thru Arch, 1-350 St Dk Arch, 1-268'10", 1- 234'4", 1-206, 1-181'10", 1-161'7" RC Dk Arch, 1- 56'6", 1-70', 2-56'6", 1- 70', 2-56'6", 1-70', 1- 56'6", 1-51' RCDG Region: 2 District: 04 Owner: State Maintenance Responsibility: State Detour Length: 81.4 miles Roadway Classification: NHS Vertical Clearance: 14.42 ft Bicycle Facilities: Shared Roadway Pedestrian Facilities: Sidewalks NCHRP Project 12-108 D-2

Oregon Department of Transportation Draft Bridge Service Life Cycle Management Plan - 2018 Yaquina Bay, Hwy 9 – Br. 01820 Condition Load Rating Inspection Date: 6/14/2017 Rating Date: 2/28/2012 Sufficiency Rating: 8.2 Design Vehicle: 2 M 13.5 (H15) Deck: 6 Satisfactory Rating Type: Load Factor Superstructure: 4 Poor Rating Status: Updated by 1/1/2019 Substructure: 6 Satisfactory Posting Status: None Channel: 8 Protected Permit Restrictions: Restricted to 20,000 lbs. single axle, 34,000 lbs. tandem axle - 105,500 lbs. GVW Scour: 5 Stable w/in Footing Fracture Critical: 4/25/2018 Fatigue Prone: 6/14/2017 Corrosion Environment: Coastal Bridge Rail Roadway/ADA Appraisal 0 Substandard Number of Lanes: 2 Concrete Rail Type: Gothic Approach Rdwy Lanes: 4 North, 2 South Concrete Rail Status: Original, Traffic Direction of Traffic: 2 Steel Rail Type: Gothic Roadway Width: 27 ft Steel Rail Status: 1982, Pedestrian Min Sidewalk Width LT: 3.5 ft Curb Height: 11 in Min Sidewalk Width RT: 3.5 ft Accident Data: 9 crashes since 2009 Deck Permit Requirements Wearing Surface: 304 Navigable Waterway: Y Overlay Type LMC Fish Passage: Y Overlay Date 1991 NSA: N Chloride Testing: N Wetlands: N Data Sheet: N/A Endangered Species: Y Chloride Projections: N/A Archaeology: N Historical: Listed on NR Flood Hazard: N Seismic Concrete Y Seismic Route: Y ICCP: Y Life Safety Retrofit: 1997 Future ICCP: 2021 Operational Retrofit: Priority 40 Corrosion Survey: 7/9/18 Corrosion Risk: High Risk Steel Y Timber N Year of Paint: 2006 Timber Boring: Square Ft of Steel: 291000 % Replaced Timber: Year of Future Paint: 2031 Pin and Hanger: Moveable Mechanical N Moveable Electrical N Last Rehab: Last Rehab: Inspection: Inspection: NCHRP Project 12-108 D-3

Oregon Department of Transportation Draft Bridge Service Life Cycle Management Plan - 2018 Yaquina Bay, Hwy 9 – Br. 01820 Narrative The Yaquina Bay Bridge was built in 1936 by Gilpin Construction Company of Portland, at a cost of $1,380,457.25 in Public Works Administration funds. State Bridge Engineer Conde B. McCullough selected an unusually attractive combination of steel and concrete arches to match the needs of the site. Today the bridge remains one of Oregon’s most attractive, and sees widespread usage on letterheads, logos, and other media in the region. Steel spans - Until the 1960s, there were painting projects staffed by ODOT Bridge Maintenance crews approximately every other year. During the 1960s and 1970s the Bridge Maintenance crews stopped maintenance painting and the Agency began using larger painting projects by professional paint contractors. In 2004-2006, the latest painting contract was completed according to an obsolete specification (lesser surface preparation). Because of this lesser surface preparation and other issues with the contractor’s work, a floor system coating repair project will bid October 11, 2018 and a comprehensive bridge recoating project should be scheduled in approximately 2030. It is anticipated that the comprehensive project will include a significant number of sway braces that have been damaged by pack rust over the past 82 years. Concrete spans – The concrete spans required little maintenance until 1986 when an experimental cathodic protection (CP) system was installed on the north approach. Several additional projects finishing in approximately 1997 installed a cathodic protection system on the south approach and added Phase 1 seismic retrofits. A project will bid September 20, 2020 to renew both CP systems. Deck – A latex-modified concrete deck overlay was placed in 1991 and continues to perform well. It is expected to require replacement in approximately 202X. The concrete-filled steel grid deck on the steel spans may require repairs or replacement at some point in the distant future. Seismic – Phase 1 seismic retrofit was completed in 1997. Components of that retrofit will be renewed in the 2020 cathodic protection project (the cables are heavily corroded). Phase 2 seismic retrofit is expected to be completed in 20XX. Bridge Rails – The bridge rails on the steel spans were replaced in 1981, with a two-tube steel traffic rail at the face of the curb and aesthetic steel pedestrian rails at the edge of the structure. The remainder of the bridge carries original concrete rail, which is expected to remain in acceptable condition until approximately 2025. At that point, it should be replaced with "stealth” rail. Because of the high cost of “stealth” rail, this work should be coordinated closely with any ADA improvements required on the concrete spans. ADA – This discussion is on-going. Currently the sidewalk on the steel spans maintains 3.5 feet of horizontal clearance between the hangers and the pedestrian rail, and the sidewalk on the concrete spans maintains 3.5 feet of horizontal clearance between the curb and the bridge rail. Ideally, the sidewalk on the concrete spans would be widened to add a two-tube traffic rail on the curb and to provide adequate width, or a lesser width with pull-outs. This work should be closely coordinated with the Bridge Rail work. Vertical Clearance – While clearance is low at the fog line, it is significantly higher in the center of the roadway due to portal shape. As a result, it is not anticipated that vertical clearance will be adjusted in the future. Load Rating – While the bridge is restricted for some single trip permits, it is not anticipated that this will be corrected in the foreseeable future. Replacement – Replacement of this bridge has been discussed many times. Current planning favors replacement on an alternate alignment. NCHRP Project 12-108 D-4

Oregon Department of Transportation Draft Bridge Service Life Cycle Management Plan - 2018 Yaquina Bay, Hwy 9 – Br. 01820 Macro Environment Rural, Urban, Industrial, Coastal Marine Macro Climate Cold, Temperate, Tropical (hot/humid), Arid (hot/dry) Annual Climate/Weather Data Source: NOAA Station ID: GHCND:USC00356883, Prineville, OR (1/1/1897-12/31/2015) Mean, μ Std Dev, σ High Temperature (°F) 63.6 2.42 Low Temperature (°F) 31.7 2.24 Average Temperature (°F) 47.7 2.33 Relative Humidity (%) Precipitation (in) 9 3.3 Time of Wetness (ToW) No. of days per year with rainfall exceeding 0.1 in 25 8.75 Snowfall (in) 12.1 8.1 Reinforcing Steel Corrosion Carbonation, De-icing Chlorides, Sea water Freeze/Thaw Damage Salt Scaling Damage Abrasion/Erosion Rutting, Ice action External Chemical Attack Sulfate, Acid, Leaching Internal Chemical Attack ASR, AAR, DEF Coating Breakdown yes yes, R no no no Deterioration Mechanisms Environmental Exposure Conditions yes, D yes Durability Specifications Model Code for Service Life Design, fib Bulletin 34, 2006 EN-206-1 (for definition of exposure classes) Urban Temperate CC1 - Low CC2 - Normal CC3 - High DSL1 - Self DSL2 - Same organization DSL3 - Independent 3rd party EXC1 - Self EXC2 - Same organization EXC3 - Independent 3rd party A - Proactive (systematic monitoring of parameters relevant to deterioration proccesses critical to durability) B - Reactive (planned periodic inspection) C - None (no direct inspection/testing) CCL0 - None (not possible, e.g., buried) CCL1 - Normal (arbitrary, no systematic regime) CCL2 - Normal (regular visual inspection) CCL3 - Extended (monitoring of parameters relevant to deterioration process critical to durability) Condition Control & Conservation Class - periodic inspection & maintenance Condition Control Levels (CCL)/Inspection Regimes CC2 DSL2 EXC2 B CCL2 Design Parameters Construction (Execution) Inspection Parameter In-Service Conservation Parameters Design Supervision (DSL) - Checking of the design Consequence Class (CC) - Loss of human life, economic, social or environmental Execution Class EXC) - Construction inspection NCHRP Project 12-108 D-5

Oregon Department of Transportation Draft Bridge Service Life Cycle Management Plan - 2018 Yaquina Bay, Hwy 9 – Br. 01820 Objective Testing Specification Information Obtained Design Determine design chloride loading from concrete cores taken from existing/nearby structures ASTM C1543 - Determining the Peneration of Chloride Ion into Concrete by Ponding (Salt Ponding Test) / with ASTM C1152 and ASTM C1556 Chloride Surface Concentration, CS (or CS,Δx and ∆x) used in chloride deterioration model Determine design chloride durability resistance properties from trial batch mix designs Nordtest Method NT Build 492 / Chloride Migration Coefficient from Non-Steady-State Migration Experiments (Rapid Chloride Migration, RCM) Design Chloride Migration Coefficient, DRCM,0 used in chloride deterioration model Construction Verify chloride durability resistance properties during production Nordtest Method NTBuild 492 As constructed Chloride Migration Coefficient, DRCM,0 used in chloride deterioration model Determine initial chloride content of concrete during production ASTM C1152 - Acid Soluble Chloride in Mortar and Concrete As constructed Initial Chloride Content, CO used in chloride deterioration model Verify clear concrete cover in completed structure BS1881:204 Testing concrete. Recommendations on the use of electromagnetic covermeters As constructed clear cover dimensions in hardened concrete In-Service Monitoring Develop chloride profiles from concrete cores taken from structure to verify concrete chloride durability resistance properties and chloride loading ASTM C1543 / with ASTM C1152 and ASTM C1556 Determine Apparent Chloride Diffusion Coefficient, Dapp,C as it changes with time, and verify Chloride Surface Concentration, CS or CS,∆x and ∆x % Class C/F/N % Grade 100/12 0 % (lb/yd3) Design - Trial Batch 4000 HPC NT-1b M85/C150 I 30 4 651 0.39 4000 NT-2b M85/C150 I 30 691 0.39 3300 NT-3 M85/C150 I 30 556 0.49 4000 26S6KNG8M7 M85/C150 I/II 30 574 0.465 4000 HPC 266TZ1F5CS M85/C150 I/II 30 4 649 0.401 Construction 4000 26S6KNG8M7 M85/C150 I/II 30 574 0.465 4000 HPC 6TZ1F5CS M85/C150 I/II 30 4 649 0.401 8280 KRP H71Y3 M85/C150 III 710 0.36 Concrete Class Mix Designation Cementitious Materials Cement Supplemental Cementitious Materials (SCMs) Cement + SCM Unit weight Water/ Cement Ratio w/c AASHTO/ ASTM Spec. Type Fly Ash (FA) AASHTO M295/ ASTM C618 Slag (GGBFS) AASHTO M302/ ASTM C989 Silica Fume (SF) AASHTO M307/ ASTM C1240 NCHRP Project 12-108 D-6

Oregon Department of Transportation Draft Bridge Service Life Cycle Management Plan - 2018 Yaquina Bay, Hwy 9 – Br. 01820 Mean, μ Std Dev, σ Mean, μ Std Dev, σ Design - Trial Batch 4000 HPC NT-1b 0.644 0 0.6 0.15 4000 NT-2b 0.354 0 0.45 0.2 3300 NT-3 0.468 0 0.45 0.2 4000 26S6KNG8M7 0.717 0 0.45 0.2 4000 HPC 266TZ1F5CS 0.636 0 0.45 0.2 Construction 4000 26S6KNG8M7 0.611 0.244 0.45 0.20 4000 HPC 6TZ1F5CS 0.596 0.238 0.45 0.20 8280 KRP H71Y3 0.46 0.184 0.30 0.12 Concrete Class Mix Designation Durability Design Properties (per fib Bulletin 34) Chloride Migration Coefficient, DRCM,0 (in2/yr) - (Normal Distribution function) Aging Exponent, α - (Beta Distribution function, a=0, b=1) RCM Test per Nordtest - NTBuild 492 Estimate Timeframe Action Bridge Cost (In 2018 $’s) Total Cost (2018 $’s) Now Zone Painting (Steel Deck Arches 1&3, Floor System) $1,200,000 $2,665,000 ICCP Life-Safety Retrofit <5 Yrs 5-15 Yrs ADA Rail Replacement Deck Overlay >15 Yrs Steel Paint $12,200,000 NCHRP Project 12-108 D-7

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The majority of instances of explicit consideration of service life design has been limited to signature bridges and other projects where extended service lives (in other words, greater than 100 years) are specified by the owner. Many state departments of transportation and other transportation agencies have recognized the importance of implementing service life design for typical highway bridges; however, no specification or standard has been developed to date in the U.S.

The TRB National Cooperative Highway Research Program's NCHRP Web-Only Document 269: Guide Specification for Service Life Design of Highway Bridges provides a new guide specification on the service life design of highway bridges for adoption by AASHTO, including a set of case studies that demonstrate its application.

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