BRIDGE ALTERNATE STUDY No. 1

Transcription

1 BRIDGE ALTERNATE STUDY No. 1 RURAL STREAM CROSSING Prepared for U. S. Bridge Cambridge, Ohio Prepared by RICHLAND ENGINEERING LIMITED 29 North Park Street, Mansfield, Ohio / FAX 419/ January 2011

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3 BRIDGE ALTERNATE STUDY No. 1 RURAL STREAM CROSSING Content Page INTRODUCTION...1 EXISTING CONDITIONS...2 Existing Structure and Site Description...2 Site Geology and Subsurface Conditions...2 Bridge Hydraulics...2 PROPOSED WORK...3 Roadway and Drainage...3 Bridge Hydraulics...3 Structure Type Study...4 Scope Variations...8 LIFE CYCLE COST ANALYSIS...11 Maintenance Schedules for Alternatives...11 Economic Analysis...11 EVALUATION...13 Evaluation Matrix...14 Evaluation of Alternatives...15 Evaluation Matrix non-federal Aid Alternatives...17 Evaluation of Net Present Value of Alternatives...19 CONCLUSIONS...20 SUMMARY...21 i

4 APPENDICES Appendix A Attached Drawings Alternative 1 Three-span continuous concrete slab Site Plan Transverse Section Alternative 2 One-span precast concrete I-beam Site Plan Transverse Section Alternative 3 One-span steel half-through truss Site Plan Transverse Section Alternative 4 Three-span continuous composite box beam Site Plan Transverse Section Alternative 3A One-span steel half-through truss (LPA) Site Plan Transverse Section Alternative 4A Three-span non-composite box beam Site Plan Transverse Section Appendix B Construction Cost Estimates Appendix C Maintenance Schedules Appendix D Residual Values Appendix E Net Present Value Calculations Appendix F Life Cycle Costs Summaries ii

5 RICHLAND ENGINEERING LIMITED 29 North Park Street, Mansfield, Ohio / FAX 419/ BRIDGE ALTERNATE STUDY No. 1 RURAL STREAM CROSSING INTRODUCTION Due to the constraints of funding and the need to minimize costs, the initial construction cost of a project will always be the primary evaluation criterion for the owner. For many projects, that may be sufficient, but at times other criteria should also be considered. For this project, a number of evaluation criteria are available for comparing the proposed structures, including: Project Cost includes construction cost estimate based on the major cost drivers for each proposed structure, a contingency for project engineering costs, and right-of-way cost. Life-Cycle Cost includes all inspection, maintenance, construction, and right-of-way costs over the structure s 75-year design life. Bridge Hydraulics based on analysis of existing bridge opening and proposed (improved) bridge opening. Profile Grade includes existing vertical alignment, project length, proposed structure depth, and minimum clearance over the river. Right of Way a qualitative assessment of additional permanent right of way needed. Environmental Impacts changed or additional impacts due to construction methods. Construction Methods equipment and staging driven by the characteristics of the proposed structure. This study will develop alternatives for a rural stream crossing and evaluate them using these criteria. These evaluation criteria are further developed within this study. 1

6 EXISTING CONDITIONS Existing Structure and Site Description The existing structure was a three-span simple steel beam bridge with an asphalt-filled corrugated steel deck on steel capped-pile piers and abutments. The structure was 24 feet wide, face to face of railing, and 103 feet long. It was originally constructed as a temporary bridge. At the time of its replacement, the structure was 30 years old, and was in poor condition. The bridge and approach roadways are on a tangent alignment. The vertical alignment is rolling, with a rise over the bridge. There are flood plains and possible wetlands adjacent to the river and the approaches. An open ditch runs parallel to the forward (north) approach, and outlets into the river immediately downstream of the bridge. The average daily traffic was 350 vehicles per day, in two lanes about 10 feet wide. Site Geology and Subsurface Conditions The project site is located on a glaciated, gently rolling plain. Two different glaciers passed over the area and left variable but medium thickness of drift materials, 20 to 60 feet thick. The soils comprise sandy silt (A-4) and silt and clay (A-6). The underlying bedrock in the area shale or sandstone, at depths estimated at 90 to 100 feet below grade. Test borings through the approach roadway indicate 7.0 feet (test boring S-2) to 10.2 feet (test boring S-1) of fill. The predominantly cohesive soils between 10 and 45 feet deep (S-1) and between 10 and 65 feet deep (S-2) presented with relatively low density or consistency. Bedrock was not encountered in either of the borings, which were terminated at depths of 80 feet (S-1) to 90 feet (S-2). Because of relatively low density materials encountered in the upper 45 to 65 feet of soils, shallow foundations constructed on these strata could not provide sufficient load-bearing capacity to the proposed bridge structures. A deep foundations system should be used to support the bridge substructure loads. Bridge Hydraulics The existing structure is skewed approximately parallel to the river. The end slopes encroach on the waterway, constricting the flow through the bridge opening. The river flows in a well-defined channel across a wide flood plain. The banks of the river are wooded and not maintained. Large branches regularly catch on the piers, trapping other debris and restricting flow through the bridge opening. The state Drainage Design policy states that, bridges (low chord) will generally clear the water surface profile of the design year frequency flood. For highways with less than 2000 vehicles per day, the design year frequency is 10 years. The 100-year frequency flood is also evaluated to assure that the backwater caused by the structure does not exceed one foot. 2

7 The hydraulic analysis indicates that for the design year frequency flood, the velocity of the flow through the bridge opening is about five times greater than the velocity of the flow approaching the bridge opening. Increasing the bridge opening will reduce the velocity of the stream flow through the bridge opening, and will reduce the backwater elevation upstream of the structure. For the 100-year frequency flood, the existing approach roadway is overtopped, which reduces the flow through the bridge opening. PROPOSED WORK Roadway and Drainage The proposed horizontal alignment will match the existing alignment. The proposed vertical alignment will be about the same as existing, increased as needed to maintain clearance over the 10-year (design) high water elevation. The projected design year average daily traffic is about 500 vehicles per day. Based on the design year traffic, the required bridge width is two lanes 11 feet wide with two shoulders four feet wide, for a total bridge width of 30 feet, face to face of railing. The proposed typical pavement section comprises two, 11-foot lanes with four-foot shoulders, to match the bridge opening. At the ends of the project, the pavement will taper to the existing roadway width. Approach slabs provide a transition between the bridge and the approach roadway, and serve to span the backfill behind the abutments. They are generally required on DOT projects, but may be omitted on local projects. Approach guardrail will be installed at each corner of the bridge, with transitions to the railing on the bridge. Drainage will flow from the embankment to the adjacent flood plain, and make its way to the river. Structure drainage will be over the side. Steel drip edges will deflect the drainage from the railing posts and at the abutments. The ditch along the right forward approach will be relocated to the east to accommodate the improvements to the roadway. New rock channel protection will be placed on the end slopes at the rear and forward abutments, and at the outlet of new or relocated ditches. Bridge Hydraulics The existing abutments will be removed and the end slopes graded to 2H:1V normal to the skew of the new abutments. The end slope grading will begin at Elevation , just above the normal water elevation, and will not involve the placement of any new material below the 3

8 ordinary high water elevation (Elevation ), nor any excavation from below the normal water elevation. New spill-through abutments will be located at the top of the end slopes, which will enlarge the hydraulic opening somewhat. The low chord elevation on the proposed bridge will not be less than Elevation , the water surface profile of the design year frequency flood for the modified bridge opening. Given the tendency for large branches and other debris to collect on the existing piers, the owner s preference is for a clear-span structure. For a multi-span structure, the new piers will be capped-pile units kept as close to the river banks as possible. Structure Type Study Four structure types are considered for the replacement structure: three-span continuous concrete slab, one-span precast concrete I-beam, one-span half-through truss, and three-span continuous composite box beam. Each of these potential replacement structures, and their impact on the project length, approach roadway, river and hydraulics, right of way, environment, and construction, will be presented. Because the project was programmed as a Federal Aid project, each of the alternative structures will be designed to meet State standards. As such, each will include a reinforced-concrete deck, twin steel-tube railings, a 60psf allowance for future wearing surface, and will be designed for the AASHTO HS20-44 truck. A site plan and transverse section is provided for each of the alternative structures in Appendix A Attached Drawings. An estimate of the project cost for the initial construction project is provided for each alternative. The construction cost estimate is based on the major cost drivers for the proposed structure, as well as non-structure items that vary significantly between alternatives. Assuming that the major items comprise 80 percent of the construction cost, the cost based on those items, increased by 25 percent, provides a reasonable estimate of the construction cost. The construction cost estimates are based on 2002 state DOT bid tabulations, multiplied by 135 percent to account for inflation and approximate construction in The project cost estimates include the construction cost, a project engineering contingency of 15 percent of the construction cost, and an estimate of the cost for permanent and temporary right of way. The alternative structures are more fully described on the following pages. 4

9 Alternative 1 Three-span continuous concrete slab. The first alternative is a three-span continuous reinforced concrete slab bridge on capped-pile piers and abutments. To fit the local orientation of the river, the bridge will be skewed 18 degrees (left forward). The proposed superstructure spans are 36 feet, 45 feet, and 36 feet, center to center of bearings. The overall length of the bridge will be feet. The reinforced concrete slab will be 22 inches thick. The structure depth from the profile grade line will be 2.07 feet. The bridge will maintain about the same vertical alignment as the existing bridge, with a smooth curve fit over the bridge to fit smoothly into the approach pavement. The project work limits (end to end of new full-depth pavement) will be 450 feet. The low chord elevation of the bridge is Elevation , clearing the design year flood by 1.9 feet. Foundation recommendations The bridge superstructure will be integral with the capped-pile abutments. The abutments and wingwalls will be founded on a single row of 12-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the abutment piles is 90 feet. The piers will be founded on 16-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the pier piles is 135 feet. Initial construction project costs The initial construction cost for this structure is estimated to be $753,000 (2010). Project engineering costs (design engineering, construction engineering, and construction administration) are estimated at $113,000. Right of way acquisition for this project is estimated to cost $10,000. The total project cost for the initial construction project is estimated to be $876,000 (2010). 5

10 Alternative 2 One-span precast concrete I-beam. The second alternative is a one-span precast concrete I-beam bridge on spill-through capped-pile abutments. To fit the local orientation of the river, the bridge will be skewed 18 degrees (left forward). The proposed superstructure will span 114 feet, center to center of bearings. The overall length of the bridge will be feet. The reinforced concrete deck will be 8½ inches thick. Four AASHTO Type 4 beams, 72 inches tall, will support the span. The structure depth from the profile grade line will be 7.07 feet. To maintain clearance over the design year flood, the bridge will be at the crest of a vertical curve 700 feet long. The roadway grade will be raised about 3.3 feet in the vicinity of the bridge. The project work limits (end to end of new full-depth pavement) will be 1350 feet. The low chord elevation of the bridge is Elevation , clearing the design year flood by 0.3 feet. Foundation recommendations The bridge superstructure will be semi-integral with the capped-pile abutments. The abutments and wingwalls will be founded on two rows of 14-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the abutment piles is 90 feet. Initial construction project costs The initial construction cost for this structure is estimated to be $972,000 (2010). Project engineering costs are estimated at $145,800. Right of way acquisition for this project is estimated to cost $25,000. The total project cost for the initial construction project is estimated to be $1,142,800 (2010). 6

11 Alternative 3 One-span steel half-through truss. The third alternative is a one-span galvanized steel half-through truss bridge on capped-pile abutments. Because the skew is too much for offset trusses (skewed floorbeams) but not enough for offset (square) floorbeams, the bridge will be made square and extended to span the additional distance. The proposed superstructure span is 116 feet center to center of bearings. The overall length of the bridge will be 120 feet. The reinforced concrete slab will be 8½ inches thick. To minimize the superstructure depth, the steel stringers will frame into the floorbeams. The floorbeams will be raised (framed between the trusses) to eliminate framing below the low chord elevation. The structure depth from the profile grade line will be 3.56 feet. The bridge will maintain about the same vertical alignment as the existing bridge, and will be level across the length of the bridge. The project work limits (end to end of new full-depth pavement) will be 450 feet. The low chord elevation of the bridge is Elevation , clearing the design year flood by 0.3 feet. The joint between the bridge deck and the abutment backwall will be armored with structural steel and sealed with an elastomeric strip seal. Foundation recommendations The bridge superstructure will be supported on capped-pile abutments. The abutments and wingwalls will be founded on two rows of 14-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the abutment piles is 90 feet. Initial construction project costs The initial construction cost for this structure is estimated to be $835,000 (2010). Project engineering costs are estimated at $104,400. Right of way acquisition for this project is estimated to cost $10,000. The total project cost for the initial construction project is estimated to be $949,400 (2010). 7

12 Alternative 4 Three-span continuous composite box beam. The fourth alternative is a three-span continuous composite box-beam bridge on capped-pile piers and abutments. To fit the local orientation of the river, the bridge will be skewed 18 degrees (left forward). The proposed superstructure spans are 37.5 feet, 40.5 feet, and 37.5 feet, center to center of substructure units. The overall length of the bridge will be feet. The prestressed concrete box beams will be 17 inches thick. The cast-in-place reinforced concrete deck will be 6 inches thick. The structure depth from the profile grade line will be 2.16 feet. The bridge will maintain about the same vertical alignment as the existing bridge, with a smooth curve fit over the bridge to fit smoothly into the approach pavement. The project work limits (end to end of new full-depth pavement) will be 450 feet. The low chord elevation of the bridge is Elevation , clearing the design year flood by 1.8 feet. Foundation recommendations The bridge superstructure will be integral with the capped-pile abutments. The abutments and wingwalls will be founded on a single row of 12-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the abutment piles is 90 feet. The piers will be founded on 16-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the pier piles is 135 feet. Initial construction project costs The initial construction cost for this structure is estimated to be $729,000 (2010). Project engineering costs are estimated at $109,400. Right of way acquisition for this project is estimated to cost $10,000. The total project cost for the initial construction project is estimated to be $848,400 (2010). Scope Variations Variations on two of the alternatives are also presented. These variations do not meet the requirements for a Federal Aid project, but are often used on local roads due to their lower costs. Each of the variations a one-span steel half-through truss with asphalt-filled corrugated metal deck, and a three-span non-composite box beam with asphalt wearing surface includes deepbeam railing, a 60psf allowance for future wearing surface, and is designed for the AASHTO HS20-44 truck. No approach slabs are included in these variations. 8

13 Alternative 3A One-span steel half-through truss. A variation on the third alternative is a one-span steel half-through truss bridge on capped-pile abutments designed to local standards. Similar to the Federal Aid truss alternative, the bridge will be made square and extended to span the additional distance. The proposed superstructure span is 116 feet center to center of bearings. The overall length of the bridge will be 120 feet. In lieu of the reinforced concrete slab, the deck will comprise galvanized corrugated flooring with asphalt fill and wearing surface. The flooring and wearing surface thickness will be will be 5 inches at the deck edge and 8 inches at the centerline. To minimize the superstructure depth, the steel stringers will frame into the floorbeams. The floorbeams will be raised (framed between the trusses) to eliminate framing below the low chord elevation. This will reduce the structure depth from the profile grade line by 0.36 feet, for a depth of 3.20 feet. The bridge will maintain about the same vertical alignment as the existing bridge, and will be level across the length of the bridge. The project work limits (end to end of new full-depth pavement) will be 450 feet. The low chord elevation of the bridge is Elevation , clearing the design year flood by 0.6 feet. In lieu of the twin steel-tube railing on the bridge, standard guardrail will be mounted to the truss verticals and diagonals. The joint between the bridge deck and the abutment backwall will be open. Foundation recommendations The bridge superstructure will be supported on capped-pile abutments. The abutments and wingwalls will be founded on two rows of 14-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the abutment piles is 90 feet. Initial construction project costs The initial construction cost for this structure is estimated to be $673,000 (2010). Project engineering costs are estimated at $101,000. Right of way acquisition for this project is estimated to cost $10,000. The total project cost for the initial construction project is estimated to be $784,000 (2010). 9

14 Alternative 4A Three-span non-composite box beam. A variation on the fourth alternative is a three-span non-composite box-beam bridge on capped-pile piers and abutments, designed to local standards. This is presented for a separate comparison. To fit the local orientation of the river, the bridge will be skewed 18 degrees (left forward). The proposed superstructure is three spans of 38.5 feet, center to center of substructure units. The overall length of the bridge will be feet. The prestressed concrete box beams will be 17 inches thick. In lieu of the reinforced concrete slab, the bridge will have waterproofing membrane and an asphalt wearing surface applied directly to the box beams. The asphalt wearing surface will be a minimum of 3 inches thick at mid-span to about 4 inches thick at the piers and abutments. The structure depth from the profile grade line will be 2.00 feet. The bridge will maintain about the same vertical alignment as the existing bridge, with a smooth curve fit over the bridge to fit smoothly into the approach pavement. The project work limits (end to end of new full-depth pavement) will be 450 feet. The low chord elevation of the bridge is Elevation , clearing the design year flood by 2.0 feet. In lieu of the twin steel-tube railing on the bridge, standard guardrail will be mounted posts attached to the fascia box beams. The joint between the bridge deck and the abutment backwall will be sealed with an elastomeric compression seal set below the asphalt wearing surface. Foundation recommendations The bridge superstructure will be supported on capped-pile abutments. The abutments and wingwalls will be founded on a single row of 12-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the abutment piles is 90 feet. The piers will be founded on 16-inch diameter cast-in-place reinforced concrete piles. The estimated pay length of the pier piles is 135 feet. Initial construction project costs The initial construction cost for this structure is estimated to be $574,000 (2010). Project engineering costs are estimated at $86,100. Right of way acquisition for this project is estimated to cost $10,000. The total project cost for the initial construction project is estimated to be $670,100 (2010). 10

15 LIFE CYCLE COST ANALYSIS The life-cycle cost includes all inspection, repair, construction, and right-of-way costs over 75- year time period. The 75-year period was selected as the normal design life of a structure. The study year of 2010 was selected as the initial construction project year. Maintenance Schedules for Alternatives The life-cycle cost analysis is based on maintaining the bridge in fair condition. A repair or rehabilitation project would be performed to improve the condition before or just after a coding item falls below the minimum fair condition level. The following are estimated maintenance intervals and work activities required to maintain the minimum condition levels: A bare concrete deck wearing surface should be sealed at 10-year intervals between overlays. Patch concrete deck surface at 10-year intervals with the patching area increasing with the age of the deck. Asphalt wearing surfaces should be milled and overlaid at 10-year intervals. A superplasticized dense concrete (SDC) overlay should be placed at 20-year intervals on any concrete deck. Any previous overlay would be removed. Asphalt-filled corrugated steel decks should be replaced at 20-year intervals. Replace the steel stringers with deck replacement. Asphalt overlays should be removed, waterproofing replaced, and new overlay placed at 20- year intervals. Minor structure rehabilitation and repair work should be performed at 20-year intervals at the same time as the deck overlay work. The work may include steel deterioration repair, replacing joint seals, erosion repair, concrete patching, and concrete sealing. A reinforced concrete deck should be replaced after 50 years in service. (Does not apply to concrete slab bridges.) Prestressed concrete beams composite with reinforced concrete decks are assumed be replaced with the deck replacement. Steel trusses should be disassembled, cleaned and re-galvanized, and re-erected after 40 to 50 years (coinciding with deck replacement). New floorbeams and stringers should be installed with the re-used trusses. Maintenance Timelines Maintenance schedule timelines are presented included in Appendix C Maintenance Schedules for the different alternative bridge replacement projects. Economic Analysis Inspection and Maintenance Costs The economic analysis used $500 per year for annual bridge inspection costs for personnel for the concrete bridge alternatives, and $700 per year for the steel truss alternatives. The multi-span bridges include an annual maintenance cost of $2,500 for clearing debris from the piers to maintain the channel opening. 11

16 Construction Costs Preliminary designs were developed for each construction or maintenance project, and quantities estimated. Unit costs were based on 2002 state DOT bid tabulations, previous similar bid tabulations, and judgment, and were multiplied by 135 percent to account for inflation and approximate construction in Each construction project cost includes contingency, design engineering, right-of-way acquisition, construction engineering, and construction administration costs. Opinions of probable project costs for the initial and interim construction projects are included in Appendix B Construction Cost Estimates. Residual Value The residual value is the value of the constructed project at the end of the 75- year study period. This 75-year period represents the end of life for the three-span slab bridge. For the other three concrete-decked bridges, the 75-year point is halfway through the service life of the replacement deck or superstructure, so the residual value of the superstructure is 50 percent of its construction cost. For the scope-variation structures, the 75-year point is 35 years into the 40-year service life of the replacement superstructure, so the residual value of the superstructure is 12.5 percent of its construction cost. The residual value of the substructure is 25 percent of the substructure construction cost for each alternative. Opinions of residual values are included in Appendix D Residual Values. Time Value of Money Capital investment decisions usually involve comparison of benefits. However, money paid at two different points of time has different values. This difference in value is accounted for by comparing the net present value (NPV) of alternative projects using an appropriate discount rate. Discount Rate The annual discount rate used in the analysis is 2.7 percent. The value is from the December 2009 Office of Management and Budget (OMB) Circular No A-94, Appendix C, real discount rate. FHWA literature and several life-cycle cost analyses reference OMB Circular No. A-94. The December 2009 data is the latest available information. Net Present Value The net present value (NPV), or present worth, analysis method was used to compare the mutually exclusive alternatives at the study year NPV = n t = RCFt 0 ( 1+ i) t RCF t = Real Cash Flow i = Annual Discount Rate n = 75 years The NPV is independent of inflation rate. Calculations of the NPV for each of the alternatives are presented in Appendix E Net Present Value Calculations. 12

17 EVALUATION Matrices on the following pages present the evaluation criteria applied to the proposed structures (and separately to their non-federal Aid variations) in a tabular format. A narrative following each matrix highlights the advantages and disadvantages of each alternative. 13

18 Criterion Alternative 1 3-span slab Proposed Structures Alternative 2 1-span precast I-beam Alternative 3 1-span half-through truss Alternative 4 3-span composite Box Beam Initial Project Cost $876,000 $1,143,000 $949,400 $848,400 Life-Cycle Cost (NPV) $1,124,000 $1,432,000 $1,212,000 $1,189,000 Project Length 450 feet 1350 feet 450 feet 450 feet Foundations 4680 ft of driven piles 5760 ft of driven piles 3960 ft of driven piles 4770 ft of driven piles Bridge Hydraulics Profile Grade Right of Way Environmental Impact Construction Method Clears design year flood by 1.9' Clears 100-year flood 100-year flood overtops approach roadway Piers in river Similar to existing Structure depth 2.07 Strip take on one side at bridge Pier construction in river 404 permit required for temporary causeway Temporary causeway required for pier construction Temporary shoring or significant falsework required for slab construction Susceptible to flooding Increased risk Clears design year flood by 0.3' 100-year flood forced through bridge opening Increased backwater Increased velocity No piers to trap debris Increased by over 3.3 feet Structure depth 7.07 Strip take required on both sides of roadway Additional embankment construction for approach roadway 404 permit required for temporary work area Long beams difficult to transport to remote sites Heavy beams (60 tons) require heavy crane (500+ tons ) for beam erection Temporary work area along river required for beam erection Clears design year flood by 0.3' 100-year flood overtops approach roadway No piers to trap debris Similar to existing Structure depth 3.56 Strip take on one side at bridge No work in river Truss shipped in multiple units for field assembly and erection Medium crane (250 tons) needed for erection Crane works from approach roadway Clears design year flood by 1.8' Clears 100-year flood 100-year flood overtops approach roadway Piers in river Similar to existing Structure depth 2.16 Strip take on one side at bridge Pier construction in river 404 permit required for temporary causeway Temporary causeway required for pier construction and beam erection Medium crane (250 tons) needed for erection Susceptible to flooding Increased risk 14

19 Evaluation of Alternatives Advantages and disadvantages of the various proposed structure alternatives include: Alternative 1 Three-span continuous concrete slab Advantages Second-lowest initial construction cost for concrete-decked bridge Lowest life-cycle cost for concrete-decked bridge Clears design year and 100-year floods Maintains similar vertical alignment Least structure depth Least right-of-way take Disadvantages Piers in the river can trap debris and increase flood risk Pier construction requires temporary causeway and work areas in the river Work in the river requires 404 permit from Army Corps of Engineers Significant falsework and/or temporary shoring required for slab construction Work in river is susceptible to flooding Alternative 2 One-span precast concrete I-beam Advantages No piers to trap debris Disadvantages Highest initial construction cost for concrete-decked bridge Highest life-cycle cost for concrete-decked bridge Substantial rise in vertical alignment Greatest structure depth Raised approach roadway forces 100-year flood through bridge opening (not over approach roadway), increasing velocity Increased backwater, and flood risk Greatest amount right-of-way impact Temporary right of way required for staging area for work area for crane for beam erection Beam erection requires temporary work area along the river Work in the river requires 404 permit from Army Corps of Engineers Length of beams (116 feet) difficult to transport to remote sites Heavy beams (60 tons/beam) may damage local roads Heavy crane (500 tons or more) required for beam erection Longest construction time 15

20 Alternative 3 One-span steel half-through truss Advantages No piers to trap debris Maintains similar vertical alignment Moderate structure depth Least right-of-way take No work required in the river Truss shipped in sections for field assembly Medium crane (250 tons) required for truss erection from behind abutment Staging can be accomplished in approach roadway Life-cycle cost about the same as for Alternative 4 Disadvantages Second highest initial construction cost for concrete-decked bridge Alternative 4 Three-span continuous composite box beam Advantages Lowest initial construction cost for concrete-decked bridge Second-lowest life-cycle cost for concrete-decked bridge Clears design year and 100-year floods Maintains similar vertical alignment Second-least structure depth Least right-of-way take Disadvantages Piers in the river can trap debris and increase flood risk Pier construction requires temporary causeway and work areas in the river Work in the river requires 404 permit from Army Corps of Engineers Work in river is susceptible to flooding 16

21 Criterion Alternative (LPA) Structures Alternative 3A 1-span half-through truss Alternative 4A 3-span non-composite box beam Construction Cost $784,000 $670,100 Life-Cycle Cost (NPV) $1,175,000 $962,000 Project Length 450 feet 450 feet Foundations 3600 ft of driven piles 4590 ft of driven piles Bridge Hydraulics Clears design year flood by 0.6' 100-year flood overtops approach roadway No piers to trap debris Profile Grade Similar to existing Structure depth 3.20 Right of Way Strip take on one side at bridge Clears design year flood by 2.0' Clears 100-year flood 100-year flood overtops approach roadway Piers in river Similar to existing Structure depth 2.00 Strip take on one side at bridge Environmental Impact No work in river Pier construction in river 404 permit required for temporary causeway Construction Method Truss shipped in multiple units for field assembly and erection Medium crane (250 tons) needed for erection Crane works from approach roadway No cure time for asphalt bridge deck Temporary causeway required for pier construction and beam erection Medium crane (250 tons) needed for erection Susceptible to flooding Increased risk 17

22 Alternative 3A One-span steel half-through truss (LPA) Advantages No piers to trap debris Maintains similar vertical alignment Moderate structure depth Least right-of-way take No work required in the river Truss shipped in sections for field assembly Medium crane (250 tons) required for truss erection from behind abutment Staging can be accomplished in approach roadway Asphalt wearing surface on corrugated metal bridge deck needs no cure time Shortest construction time Disadvantages Higher initial construction cost for non-federal Aid bridge No approach slab can develop dip at ends of the bridge Asphalt wearing surface on corrugated metal bridge deck likely needs replaced before concrete bridge deck Without a concrete deck, railing must be attached to stringers (which requires additional diaphragms) or to the truss itself (which may not meet minimum railing requirements) Alternative 4A Three-span non-composite box beam (LPA) Advantages Lowest initial construction cost Lowest life-cycle cost Clears design year and 100-year floods Maintains similar vertical alignment Low structure depth Least right-of-way take Disadvantages Piers in the river can trap debris and increase flood risk Pier construction requires temporary causeway and work areas in the river Work in the river requires 404 permit from Army Corps of Engineers Work in river is susceptible to flooding No approach slab can develop dip at ends of the bridge Not significantly faster to construct than the concrete-decked alternatives 18

23 Evaluation of Net Present Value of Alternatives For the Federal Aid alternatives, the alternative with the lowest life-cycle cost is the three-span continuous concrete slab. The low life-cycle cost reflects the fact that the slab bridge is the only alternative that does not see a major rehabilitation in its lifetime. The Federal Aid alternative with the second-lowest life-cycle cost is the three-span continuous composite box beam. The life-cycle cost of the one-span steel half-through truss is about 3 percent higher than the composite box beam. Since the initial construction of the truss is about 12 percent higher than the box beam, the reduced difference in costs largely reflects the difference in maintenance costs (to keep the piers free of debris). In addition, the truss has a salvage value beyond the end of the service life for the existing deck, in that the truss could be reused in another application or sold for the scrap value, while the box beam structure only has no value beyond its current service. Between the two scope variation alternatives, the three-span non-composite box beam has the lower life-cycle cost. It should be noted that the life-cycle cost for the one-span steel half-through truss with a concrete deck is only about three percent greater than for the one-span steel half-through truss with an asphalt-filled corrugated steel deck. This indicates that the additional initial cost of a concrete deck affords lower maintenance costs and defers rehabilitation costs, which significantly lowers the life-cycle costs for the structure. 19

24 CONCLUSIONS Four structure types have been evaluated for the replacement structure: a three-span continuous concrete slab, a one-span precast concrete I-beam, a one-span half-through truss, and a threespan continuous composite box beam. Each of these structures was designed to meet AASHTO design criteria, and to similar levels of detail, to allow them to be compared on a number of criteria. Each structure, in particular, included a reinforced concrete deck (or superstructure), reinforced concrete approach slabs, and bridge railings meeting NCHRP Level TL-4. Scope variations on the truss bridge and the three-span composite box beam bridge a similar half-through truss span and a three-span box non-composite beam bridge were also designed, but to lesser specifications, as a bridge replacement using entirely local monies might be designed. The primary differences from the Federal Aid alternatives are no concrete bridge deck, no approach slabs, and deep-beam guardrail on the bridge (NCHRP Level TL-2). The four concrete-decked structures, and their impact on the project length, approach roadway, river and hydraulics, right of way, environment, and construction, are presented and compared to each other: The structure with the lowest initial construction cost is the three-span composite box beam (Alternative 4), which also has the second-lowest life-cycle cost. This structure, however, does not satisfy the owner preference for a clear-span structure. The structure with the second-lowest initial construction cost (and the lowest life-cycle cost) is the three-span reinforced concrete slab (Alternative 1). This structure also does not satisfy the owner preference for a clear-span structure. The initial construction cost of the one-span truss structure (Alternative 3) is estimated to be about 12 percent higher than the cost of the three-span composite box beam, and about 8 percent higher than the cost of the three-span slab. The life-cycle cost is estimated to be about 8 percent higher than the three-span slab. This structure is the lowest-cost Federal Aid (both initial construction and life-cycle) which meets the owner preference for a clear-span, and maintains the existing vertical and horizontal alignment, minimizing the amount of approach roadway work and right-of-way acquisition needed. The precast concrete I-beam structure (Alternative 2) has the highest estimated initial construction cost, about 20 percent higher than the truss (Alternative 3) and about 35 percent higher than the lowest-cost alternative. The structure itself, however, has the second-lowest construction cost per square foot, indicating that cost of raising the approach roadway has a significant impact on the total cost of construction. This structure also has the highest lifecycle cost, about 27 percent higher than that of the three-span slab bridge. 20

25 The two scope variations are also presented and compared to each other: The three-span non-composite box-beam structure (Alternative 4A) has the lowest initial construction cost (and life-cycle cost) of any of the alternatives or variations. This structure, however, does not satisfy the owner preference for a clear-span structure. The initial construction cost for the one-span truss variation (Alternative 3A) is about 17 percent higher than that of the three-span non-composite box beam (Alternative 4A) and 8-12 percent less than that of the three-span concrete-decked structures (Alternatives 1 and 4). The clear-span structure improves bridge hydraulics when compared to a multi-span structure. The time of construction can be reduced, since there is no deck concrete to form, place, and cure. The life-cycle cost for the one-span truss variation (Alternative 3A) is about 22 percent higher than that of the three-span non-composite box beam (Alternative 4A), and only slightly (3 percent) less than that of the one-span concrete-decked truss (Alternative 3). The clear-span structure improves bridge hydraulics when compared to a multi-span structure. The initial time of construction can be reduced, since there is no deck concrete to form, place, and cure. However, the multiple deck replacements (three vs. one) over the lifetime of the variation would nullify the initial reduction in detour time. SUMMARY Based on the owner preference for a clear-span bridge, the lowest cost one-span bridge is the half-through steel truss bridge. This is, in fact, what the owner selected, and the structure was constructed in

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55 Appendix B Construction Cost Estimates

56 SUMMARY OF CONSTRUCTION PROJECT COSTS Project Costs Project Construction Project Engineering Right of Way Total Cost Year 1-A $ 753,000 $ 113,000 $ 10,000 $ 876, B $ 7,000 $ 1,100 $ - $ 8, C $ 72,000 $ 10,800 $ - $ 82, D $ 23,000 $ 3,500 $ - $ 26, E $ 162,000 $ 24,300 $ - $ 186, D $ 23,000 $ 3,500 $ - $ 26, F $ 87,000 $ 13,100 $ - $ 100, D $ 23,000 $ 3,500 $ - $ 26, Total $ 1,332,800 2-A $ 972,000 $ 145,800 $ 25,000 $ 1,142, B $ 8,000 $ 1,200 $ - $ 9, C $ 79,000 $ 11,900 $ - $ 90, D $ 25,000 $ 3,800 $ - $ 28, E $ 95,000 $ 14,300 $ - $ 109, F $ 582,000 $ 87,300 $ 5,000 $ 674, B $ 8,000 $ 1,200 $ - $ 9, C $ 79,000 $ 11,900 $ - $ 90, Total $ 2,155,400 3-A $ 835,000 $ 104,400 $ 10,000 $ 949, B $ 7,000 $ 900 $ - $ 7, C $ 73,000 $ 9,100 $ - $ 82, D $ 23,000 $ 2,900 $ - $ 25, E $ 87,000 $ 10,900 $ - $ 97, F $ 563,000 $ 70,400 $ - $ 633, B $ 7,000 $ 900 $ - $ 7, C $ 73,000 $ 9,100 $ - $ 82, Total $ 1,886,600 4-A $ 729,000 $ 109,400 $ 10,000 $ 848, B $ 7,000 $ 1,100 $ - $ 8, C $ 72,000 $ 10,800 $ - $ 82, D $ 23,000 $ 3,500 $ - $ 26, E $ 86,000 $ 12,900 $ - $ 98, F $ 524,000 $ 78,600 $ 5,000 $ 607, B $ 7,000 $ 1,100 $ - $ 8, C $ 72,000 $ 10,800 $ - $ 82, Total $ 1,763,200

57 SUMMARY OF CONSTRUCTION PROJECT COSTS Project Costs Project Construction Project Engineering Right of Way Total Cost Year 3A-A $ 673,000 $ 101,000 $ 10,000 $ 784, A-B $ 13,000 $ 2,000 $ - $ 15, A-C $ 206,000 $ 30,900 $ - $ 236, A-B $ 13,000 $ 2,000 $ - $ 15, A-D $ 432,000 $ 64,800 $ - $ 496, A-B $ 13,000 $ 2,000 $ - $ 15, A-C $ 206,000 $ 30,900 $ - $ 236, A-B $ 13,000 $ 2,000 $ - $ 15, Total $ 1,814,600 4A-A $ 574,000 $ 86,100 $ 10,000 $ 670, A-B $ 13,000 $ 2,000 $ - $ 15, A-C $ 45,000 $ 6,800 $ - $ 51, A-B $ 13,000 $ 2,000 $ - $ 15, A-D $ 358,000 $ 53,700 $ 5,000 $ 416, A-B $ 13,000 $ 2,000 $ - $ 15, A-C $ 45,000 $ 6,800 $ - $ 51, A-B $ 13,000 $ 2,000 $ - $ 15, Total $ 1,250,400

58 Alternative 1-3-span Concrete Slab Cost Project Description Quantity Unit Unit Extended 1-A 6" Bituminous Aggregate Base 124 Cu Yd $ $ 12,400 6" Aggregate Base 129 Cu Yd $ $ 4,515 6" Stabilized Crushed Aggregate 45 Cu Yd $ $ " Intermediate Course 35 Cu Yd $ $ 5, " Surface Course 25 Cu Yd $ $ 4,375 Sediment & Erosion Control 1 Each $ 7, $ 7,400 Approach Guardrail Ft $ $ 3,375 12" CIP RC Piling, Driven 2520 Ft $ 7.50 $ 18,900 12" CIP RC Piling, Furnished 2800 Ft $ 8.50 $ 23,800 16" CIP RC Piling, Driven 2160 Ft $ $ 48,600 16" CIP RC Piling, Furnished 2400 Ft $ $ 48,000 Reinforcing Steel Pound $ 0.55 $ 24,750 Superstructure Concrete 241 Cu Yd $ $ 180,750 Abutment Concrete 53 Cu Yd $ $ 21,200 Pier Cap Concrete 15 Cu Yd $ $ 12,000 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 12" thick 100 Sq Yd $ $ 11,000 Subtotal $ 445,965 Design Contingency Add 25% $ 111,491 Total (2002) $ 557,456 1-A Total (2010) $ 753,000

59 Alternative 1-3-span Concrete Slab Cost Project Description Quantity Unit Unit Extended 1-B Structure Sealing Concrete Surfaces 495 Sq Yd $ 8.00 $ 3,960 Incidentals Mobilization Lump Sum $ - $ - Subtotal $ 3,960 Design Contingency Add 35% $ 1,386 Total (2002) $ 5,346 1-B Total (2010) $ 7,000

60 Alternative 1-3-span Concrete Slab Cost Project Description Quantity Unit Unit Extended 1-C Structure New SDC Overlay 495 Sq Yd $ $ 12,375 Surface Preparation 495 Sq Yd $ $ 17,325 SDC Overlay (Variable Thick, 5%) 2.1 Cu Yd $ $ 315 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 39,515 Design Contingency Add 35% $ 13,830 Total (2002) $ 53,345 1-C Total (2010) $ 72,000

61 Alternative 1-3-span Concrete Slab Cost Project Description Quantity Unit Unit Extended 1-D Structure Patching Concrete Deck (5%) 25 Sq Yd $ $ 6,250 Sealing Concrete Surfaces 495 Sq Yd $ 8.00 $ 3,960 Incidentals Maintaining Traffic Lump Sum $ 2, $ 2,500 Mobilization Lump Sum $ - $ - Subtotal $ 12,710 Design Contingency Add 35% $ 4,449 Total (2002) $ 17,159 1-D Total (2010) $ 23,000

62 Alternative 1-3-span Concrete Slab Cost Project Description Quantity Unit Unit Extended 1-E Structure Approach Slab Removed 100 Sq Yd $ $ 2,200 Rebuild Deck Edge 240 Sq Ft $ $ 8,400 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 12" thick 100 Sq Yd $ $ 11,000 New SDC Overlay 395 Sq Yd $ $ 9,875 Surface Preparation 395 Sq Yd $ $ 13,825 SDC Overlay (Variable Thick, 10%) 3.3 Cu Yd $ $ 495 Remove Existing Overlay 395 Sq Yd $ $ 5,925 Incidentals Maintaining Traffic Lump Sum $ 10, $ 10,000 Field Office 2 Month $ 2, $ 4,200 Mobilization Lump Sum $ 4, $ 4,000 Subtotal $ 88,670 Design Contingency Add 35% $ 31,035 Total (2002) $ 119,705 1-E Total (2010) $ 162,000

63 Alternative 1-3-span Concrete Slab Cost Project Description Quantity Unit Unit Extended 1-F Structure New SDC Overlay 495 Sq Yd $ $ 12,375 Surface Preparation 495 Sq Yd $ $ 17,325 SDC Overlay (Variable Thick, 20%) 8.3 Cu Yd $ $ 1,245 Remove Existing Overlay 495 Sq Yd $ $ 7,425 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 47,870 Design Contingency Add 35% $ 16,755 Total (2002) $ 64,625 1-F Total (2010) $ 87,000

64 Alternative 2-1-span Precast I-beam Cost Project Description Quantity Unit Unit Extended 2-A Embankment Construction 7500 Cu Yd $ 4.00 $ 30,000 6" Bituminous Aggregate Base 554 Cu Yd $ $ 55,400 6" Aggregate Base 578 Cu Yd $ $ 20,230 6" Stabilized Crushed Aggregate 193 Cu Yd $ $ 3, " Intermediate Course 155 Cu Yd $ $ 23, " Surface Course 111 Cu Yd $ $ 19,425 Sediment & Erosion Control 1 Each $ 7, $ 7,400 Approach Guardrail 1200 Ft $ $ 12,000 14" CIP RC Piling, Driven 5760 Ft $ 9.00 $ 51,840 14" CIP RC Piling, Furnished 6400 Ft $ $ 70,400 Reinforcing Steel Pound $ 0.55 $ 26,950 Superstructure Concrete 181 Cu Yd $ $ 95,025 Abutment Concrete 135 Cu Yd $ $ 50,625 Draped Strand Beams, AASHTO Type 4 (Mod) 4 Each $ 17, $ 70,000 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 15" thick 167 Sq Yd $ $ 20,875 Subtotal $ 576,030 Design Contingency Add 25% $ 144,008 Total (2002) $ 720,038 2-A Total (2010) $ 972,000

65 Alternative 2-1-span Precast I-beam Cost Project Description Quantity Unit Unit Extended 2-B Structure Sealing Concrete Surfaces 558 Sq Yd $ 8.00 $ 4,464 Incidentals Mobilization Lump Sum $ - $ - Subtotal $ 4,464 Design Contingency Add 35% $ 1,562 Total (2002) $ 6,026 2-B Total (2010) $ 8,000

66 Alternative 2-1-span Precast I-beam Cost Project Description Quantity Unit Unit Extended 2-C Structure New SDC Overlay 558 Sq Yd $ $ 13,950 Surface Preparation 558 Sq Yd $ $ 19,530 SDC Overlay (Variable Thick, 5%) 2.3 Cu Yd $ $ 345 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 43,325 Design Contingency Add 35% $ 15,164 Total (2002) $ 58,489 2-C Total (2010) $ 79,000

67 Alternative 2-1-span Precast I-beam Cost Project Description Quantity Unit Unit Extended 2-D Structure Patching Concrete Deck (5%) 28 Sq Yd $ $ 7,000 Sealing Concrete Surfaces 558 Sq Yd $ 8.00 $ 4,464 Incidentals Maintaining Traffic Lump Sum $ 2, $ 2,500 Mobilization Lump Sum $ - $ - Subtotal $ 13,964 Design Contingency Add 35% $ 4,887 Total (2002) $ 18,851 2-D Total (2010) $ 25,000

68 Alternative 2-1-span Precast I-beam Cost Project Description Quantity Unit Unit Extended 2-E Structure New SDC Overlay 558 Sq Yd $ $ 13,950 Surface Preparation 558 Sq Yd $ $ 19,530 SDC Overlay (Variable Thick, 10%) 4.7 Cu Yd $ $ 705 Remove Existing Overlay 558 Sq Yd $ $ 8,370 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 52,055 Design Contingency Add 35% $ 18,219 Total (2002) $ 70,274 2-E Total (2010) $ 95,000

69 Alternative 2-1-span Precast I-beam Cost Project Description Quantity Unit Unit Extended 2-F Approach Sediment & Erosion Control 1 Each $ 7, $ 7,400 Structure Portions of Structure Removed Lump Sum $ 50, $ 50,000 Approach Slab Removed 167 Sq Yd $ $ 3,674 Reinforcing Steel Pound $ 0.55 $ 22,550 Superstructure Concrete 181 Cu Yd $ $ 95,025 Draped Strand Beams, AASHTO Type 4 4 Each $ 17, $ 70,000 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 15" thick 167 Sq Yd $ $ 20,875 Incidentals Maintaining Traffic Lump Sum $ 15, $ 15,000 Field Office 3 Month $ 2, $ 6,300 Mobilization Lump Sum $ 10, $ 10,000 Subtotal $ 319,574 Design Contingency Add 35% $ 111,851 Total (2002) $ 431,425 2-F Total (2010) $ 582,000

70 Alternative 3-1-span Half-through truss Cost Project Description Quantity Unit Unit Extended 3-A 6" Bituminous Aggregate Base 124 Cu Yd $ $ 12,400 6" Aggregate Base 129 Cu Yd $ $ 4,515 6" Stabilized Crushed Aggregate 45 Cu Yd $ $ " Intermediate Course 35 Cu Yd $ $ 5, " Surface Course 25 Cu Yd $ $ 4,375 Sediment & Erosion Control 1 Each $ 3, $ 3,700 Approach Guardrail Ft $ $ 3,375 14" CIP RC Piling, Driven 3960 Ft $ 9.00 $ 35,640 14" CIP RC Piling, Furnished 4400 Ft $ $ 48,400 Reinforcing Steel Pound $ 0.55 $ 24,200 Superstructure Concrete 112 Cu Yd $ $ 70,000 Abutment Concrete 148 Cu Yd $ $ 55,500 Strip Sealed Expansion Joint 60 Ft $ $ 12,000 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 12" thick 100 Sq Yd $ $ 11,000 Steel Truss, FBs, Stringers, etc. 1 Each $ 185, $ 185,000 Subtotal $ 495,005 Design Contingency Add 25% $ 123,751 Total (2002) $ 618,756 3-A Total (2010) $ 835,000

71 Alternative 3-1-span Half-through truss Cost Project Description Quantity Unit Unit Extended 3-B Structure Sealing Concrete Surfaces 500 Sq Yd $ 8.00 $ 4,000 Incidentals Mobilization Lump Sum $ - $ - Subtotal $ 4,000 Design Contingency Add 35% $ 1,400 Total (2002) $ 5,400 3-B Total (2010) $ 7,000

72 Alternative 3-1-span Half-through truss Cost Project Description Quantity Unit Unit Extended 3-C Structure New SDC Overlay 500 Sq Yd $ $ 12,500 Surface Preparation 500 Sq Yd $ $ 17,500 SDC Overlay (Variable Thick, 5%) 2.1 Cu Yd $ $ 315 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 39,815 Design Contingency Add 35% $ 13,935 Total (2002) $ 53,750 3-C Total (2010) $ 73,000

73 Alternative 3-1-span Half-through truss Cost Project Description Quantity Unit Unit Extended 3-D Structure Patching Concrete Deck (5%) 25 Sq Yd $ $ 6,250 Sealing Concrete Surfaces 500 Sq Yd $ 8.00 $ 4,000 Incidentals Maintaining Traffic Lump Sum $ 2, $ 2,500 Mobilization Lump Sum $ - $ - Subtotal $ 12,750 Design Contingency Add 35% $ 4,463 Total (2002) $ 17,213 3-D Total (2010) $ 23,000

74 Alternative 3-1-span Half-through truss Cost Project Description Quantity Unit Unit Extended 3-E Structure New SDC Overlay 500 Sq Yd $ $ 12,500 Surface Preparation 500 Sq Yd $ $ 17,500 SDC Overlay (Variable Thick, 10%) 4.2 Cu Yd $ $ 630 Remove Existing Overlay 500 Sq Yd $ $ 7,500 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 47,630 Design Contingency Add 35% $ 16,671 Total (2002) $ 64,301 3-E Total (2010) $ 87,000

75 Alternative 3-1-span Half-through truss Cost Project Description Quantity Unit Unit Extended 3-F Structure Portions of Structure Removed Lump Sum $ 25, $ 25,000 Approach Slab Removed 100 Sq Yd $ $ 2,200 Reinforcing Steel Pound $ 0.55 $ 13,750 Superstructure Concrete 112 Cu Yd $ $ 70,000 Structural Steel (FB& Stringers) Lb $ 1.00 $ 50,000 Strip Sealed Expansion Joint 60 Ft $ $ 12,000 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 12" thick 100 Sq Yd $ $ 11,000 Remove/Galvanize/Replace Steel Truss Lump Sum $ 75, $ 75,000 Incidentals Maintaining Traffic Lump Sum $ 15, $ 15,000 Field Office 3 Month $ 2, $ 6,300 Mobilization Lump Sum $ 10, $ 10,000 Subtotal $ 309,000 Design Contingency Add 35% $ 108,150 Total (2002) $ 417,150 3-F Total (2010) $ 563,000

76 Alternative 4-3-span Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4-A 6" Bituminous Aggregate Base 124 Cu Yd $ $ 12,400 6" Aggregate Base 129 Cu Yd $ $ 4,515 6" Stabilized Crushed Aggregate 45 Cu Yd $ $ " Intermediate Course 35 Cu Yd $ $ 5, " Surface Course 25 Cu Yd $ $ 4,375 Sediment & Erosion Control 1 Each $ 7, $ 7,400 Approach Guardrail Ft $ $ 3,375 12" CIP RC Piling, Driven 2880 Ft $ 7.50 $ 21,600 12" CIP RC Piling, Furnished 3200 Ft $ 8.50 $ 27,200 16" CIP RC Piling, Driven 1890 Ft $ $ 42,525 16" CIP RC Piling, Furnished 2100 Ft $ $ 42,000 Reinforcing Steel Pound $ 0.55 $ 15,400 Superstructure Concrete 74 Cu Yd $ $ 40,700 Abutment Concrete 62 Cu Yd $ $ 24,800 Pier Cap Concrete 22 Cu Yd $ $ 17,600 Precast Composite Box Beam, CB17 24 Each $ 5, $ 132,000 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 12" thick 100 Sq Yd $ $ 11,000 Subtotal $ 431,790 Design Contingency Add 25% $ 107,948 Total (2002) $ 539,738 4-A Total (2010) $ 729,000

77 Alternative 4-3-span Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4-B Structure Sealing Concrete Surfaces 495 Sq Yd $ 8.00 $ 3,960 Incidentals Mobilization Lump Sum $ - $ - Subtotal $ 3,960 Design Contingency Add 35% $ 1,386 Total (2002) $ 5,346 4-B Total (2010) $ 7,000

78 Alternative 4-3-span Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4-C Structure New SDC Overlay 495 Sq Yd $ $ 12,375 Surface Preparation 495 Sq Yd $ $ 17,325 SDC Overlay (Variable Thick, 5%) 2.1 Cu Yd $ $ 315 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 39,515 Design Contingency Add 35% $ 13,830 Total (2002) $ 53,345 4-C Total (2010) $ 72,000

79 Alternative 4-3-span Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4-D Structure Patching Concrete Deck (5%) 25 Sq Yd $ $ 6,250 Sealing Concrete Surfaces 495 Sq Yd $ 8.00 $ 3,960 Incidentals Maintaining Traffic Lump Sum $ 2, $ 2,500 Mobilization Lump Sum $ - $ - Subtotal $ 12,710 Design Contingency Add 35% $ 4,449 Total (2002) $ 17,159 4-D Total (2010) $ 23,000

80 Alternative 4-3-span Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4-E Structure New SDC Overlay 495 Sq Yd $ $ 12,375 Surface Preparation 495 Sq Yd $ $ 17,325 SDC Overlay (Variable Thick, 10%) 4.1 Cu Yd $ $ 615 Remove Existing Overlay 495 Sq Yd $ $ 7,425 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ 2, $ 2,000 Subtotal $ 47,240 Design Contingency Add 35% $ 16,534 Total (2002) $ 63,774 4-E Total (2010) $ 86,000

81 Alternative 4-3-span Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4-F Approach Sediment & Erosion Control 1 Each $ 7, $ 7,400 Structure Portions of Structure Removed Lump Sum $ 35, $ 35,000 Approach Slab Removed 100 Sq Yd $ $ 2,200 Reinforcing Steel Pound $ 0.55 $ 9,158 Superstructure Concrete 74 Cu Yd $ $ 40,700 Precast Composite Box Beam, CB17 24 Each $ 5, $ 132,000 Bridge Railing - TST 250 Ft $ $ 18,750 Approach Slab, 12" thick 100 Sq Yd $ $ 11,000 Incidentals Maintaining Traffic Lump Sum $ 15, $ 15,000 Field Office 3 Month $ 2, $ 6,300 Mobilization Lump Sum $ 10, $ 10,000 Subtotal $ 287,508 Design Contingency Add 35% $ 100,628 Total (2002) $ 388,135 4-F Total (2010) $ 524,000

82 Alternative 3A - 1-span Half-through truss (LPA) Cost Project Description Quantity Unit Unit Extended 3A-A 6" Bituminous Aggregate Base 124 Cu Yd $ $ 12,400 6" Aggregate Base 129 Cu Yd $ $ 4,515 6" Stabilized Crushed Aggregate 45 Cu Yd $ $ " Intermediate Course 35 Cu Yd $ $ 5, " Surface Course 25 Cu Yd $ $ 4,375 Sediment & Erosion Control 1 Each $ 3, $ 3,700 Approach Guardrail Ft $ $ 3,375 Asphalt Wearing Surface 55 Cu Yd $ $ 12,375 14" CIP RC Piling, Driven 3600 Ft $ 9.00 $ 32,400 14" CIP RC Piling, Furnished 4000 Ft $ $ 44,000 Reinforcing Steel Pound $ 0.60 $ 12,000 Abutment Concrete 147 Cu Yd $ $ 55,125 Corrugated Steel Flooring 3600 Sq Ft $ $ 47,340 Bridge Railing - Deep Beam 250 Ft $ $ 6,250 Steel Truss, FBs, Stringers, etc. 1 Each $ 155, $ 155,000 Subtotal $ 399,005 Design Contingency Add 25% $ 99,751 Total (2002) $ 498,756 3A-A Total (2010) $ 673,000

83 Alternative 3A - 1-span Half-through truss (LPA) Cost Project Description Quantity Unit Unit Extended 3A-B Structure Asphalt Mill & Fill 400 Sq Yd $ $ 7,000 Incidentals Mobilization Lump Sum $ - $ - Subtotal $ 7,000 Design Contingency Add 35% $ 2,450 Total (2002) $ 9,450 3A-B Total (2010) $ 13,000

84 Alternative 3A - 1-span Half-through truss (LPA) Cost Project Description Quantity Unit Unit Extended 3A-C Structure Portions of Structure Removed Lump Sum $ 10, $ 10,000 Asphalt Wearing Surface 55 Cu Yd $ $ 12,375 Structural Steel (Stringers) Lb $ 1.00 $ 25,000 Corrugated Steel Flooring 3600 Sq Ft $ $ 47,340 Incidentals Maintaining Traffic Lump Sum $ 10, $ 10,000 Field Office 2 Month $ 2, $ 4,200 Mobilization Lump Sum $ 4, $ 4,000 Subtotal $ 112,915 Design Contingency Add 35% $ 39,520 Total (2002) $ 152,435 3A-C Total (2010) $ 206,000

85 Alternative 3A - 1-span Half-through truss (LPA) Cost Project Description Quantity Unit Unit Extended 3A-D Structure Portions of Structure Removed Lump Sum $ 15, $ 15,000 Asphalt Wearing Surface 55 Cu Yd $ $ 12,375 Structural Steel (FB& Stringers) Lb $ 1.00 $ 50,000 Corrugated Steel Flooring 3600 Sq Ft $ $ 47,340 Bridge Railing - Deep Beam 250 Ft $ $ 6,250 Remove/Galvanize/Replace Steel Truss Lump Sum $ 75, $ 75,000 Incidentals Maintaining Traffic Lump Sum $ 15, $ 15,000 Field Office 3 Month $ 2, $ 6,300 Mobilization Lump Sum $ 10, $ 10,000 Subtotal $ 237,265 Design Contingency Add 35% $ 83,043 Total (2002) $ 320,308 3A-D Total (2010) $ 432,000

86 Alternative 4A - 3-span Non-Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4A-A 6" Bituminous Aggregate Base 124 Cu Yd $ $ 12,400 6" Aggregate Base 129 Cu Yd $ $ 4,515 6" Stabilized Crushed Aggregate 45 Cu Yd $ $ " Intermediate Course 35 Cu Yd $ $ 5, " Surface Course 25 Cu Yd $ $ 4,375 Sediment & Erosion Control 1 Each $ 7, $ 7,400 Approach Guardrail Ft $ $ 3, " Intermediate Course 25 Cu Yd $ $ 3, " Surface Course 14 Cu Yd $ $ 2,450 12" CIP RC Piling, Driven 2700 Ft $ 7.50 $ 20,250 12" CIP RC Piling, Furnished 3000 Ft $ 8.50 $ 25,500 16" CIP RC Piling, Driven 1890 Ft $ $ 42,525 16" CIP RC Piling, Furnished 2100 Ft $ $ 42,000 Reinforcing Steel Pound $ 0.55 $ 6,600 Superstructure Concrete 4 Cu Yd $ $ 2,000 Abutment Concrete 62 Cu Yd $ $ 24,800 Pier Cap Concrete 22 Cu Yd $ $ 17,600 Precast Box Beam, B17 24 Each $ 4, $ 108,000 Bridge Railing - Deep Beam 250 Ft $ $ 6,250 Subtotal $ 339,940 Design Contingency Add 25% $ 84,985 Total (2002) $ 424,925 4A-A Total (2010) $ 574,000

87 Alternative 4A - 3-span Non-Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4A-B Structure Asphalt Mill & Fill 395 Sq Yd $ $ 6,913 Incidentals Mobilization Lump Sum $ - $ - Subtotal $ 6,913 Design Contingency Add 35% $ 2,419 Total (2002) $ 9,332 4A-B Total (2010) $ 13,000

88 Alternative 4A - 3-span Non-Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4A-C Structure Wearing Course Removed 395 Sq Yd $ $ 3,950 Waterproofing 395 Sq Yd $ $ 7, " Intermediate Course 25 Cu Yd $ $ 3, " Surface Course 14 Cu Yd $ $ 2,450 Incidentals Maintaining Traffic Lump Sum $ 7, $ 7,500 Mobilization Lump Sum $ - $ - Subtotal $ 24,760 Design Contingency Add 35% $ 8,666 Total (2002) $ 33,426 4A-C Total (2010) $ 45,000

89 Alternative 4A - 3-span Non-Composite Box Beam Cost Project Description Quantity Unit Unit Extended 4A-D Approach Sediment & Erosion Control 1 Each $ 7, $ 7,400 Structure Portions of Structure Removed Lump Sum $ 35, $ 35, " Intermediate Course 25 Cu Yd $ $ 3, " Surface Course 14 Cu Yd $ $ 2,450 Reinforcing Steel 1000 Pound $ 0.55 $ 550 Superstructure Concrete 4 Cu Yd $ $ 2,000 Precast Box Beam, B17 24 Each $ 4, $ 108,000 Bridge Railing - Deep Beam 250 Ft $ $ 6,250 Incidentals Maintaining Traffic Lump Sum $ 15, $ 15,000 Field Office 3 Month $ 2, $ 6,300 Mobilization Lump Sum $ 10, $ 10,000 Subtotal $ 196,700 Design Contingency Add 35% $ 68,845 Total (2002) $ 265,545 4A-D Total (2010) $ 358,000

90

91 Appendix C Maintenance Schedules

92 MAINTENANCE SCHEDULE Alternative 1 Three-span continuous concrete slab End of Life Project 1-A Project 1-C Project 1-E Project 1-F New Bridge Minor Rehab Major Rehab Minor Rehab Patch Deck Patch Deck Patch Deck Overlay Deck Edge Repair Overlay Minor Repairs Overlay Minor Repairs Minor Repairs Project 1-B Project 1-D Project 1-D Project 1-D Minor Repairs Minor Repairs Minor Repairs Minor Repairs Seal Deck Patch Deck Patch Deck Patch Deck Seal Deck Seal Deck Seal Deck

93 MAINTENANCE SCHEDULE Alternative 2 One-span precast concrete I-beam End of Study Project 2-A Project 2-C Project 2-E Project 2-B New Bridge Minor Rehab Minor Rehab Minor Repairs Patch Deck Patch Deck Seal Deck Overlay Overlay Minor Repairs Minor Repairs Project 2-B Project 2-D Project 2-F Project 2-C Minor Repairs Minor Repairs Major Rehab Minor Rehab Seal Deck Patch Deck New Superstructure Patch Deck Seal Deck Overlay Minor Repairs

94 MAINTENANCE SCHEDULE Alternative 3 One-span steel half-through truss End of Study Project 3-A Project 3-C Project 3-E Project 3-B New Bridge Minor Rehab Minor Rehab Minor Repairs Patch Deck Patch Deck Seal Deck Overlay Overlay Minor Repairs Minor Repairs Project 3-B Project 3-D Project 3-F Project 3-C Minor Repairs Minor Repairs Major Rehab Minor Rehab Seal Deck Patch Deck New Deck Patch Deck Seal Deck New Floor System Overlay Galvanize Truss Minor Repairs

95 MAINTENANCE SCHEDULE Alternative 4 Three-span continuous composite box beam End of Study Project 4-A Project 4-C Project 4-E Project 4-B New Bridge Minor Rehab Minor Rehab Minor Repairs Patch Deck Patch Deck Seal Deck Overlay Overlay Minor Repairs Minor Repairs Project 4-B Project 4-D Project 4-F Project 4-C Minor Repairs Minor Repairs Major Rehab Minor Rehab Seal Deck Patch Deck New Superstructure Patch Deck Seal Deck Overlay Minor Repairs

96 MAINTENANCE SCHEDULE Alternative 3A One-span steel half-through truss End of Study Project 3A-A Project 3A-C Project 3A-D Project 3A-C New Bridge Major Rehab Major Rehab Major Rehab New Deck New Deck New Deck New Stringers New Floor System New Stringers Minor Repairs Galvanize Truss Minor Repairs Project 3A-B Project 3A-B Project 3A-B Project 3A-B Minor Repairs Minor Repairs Minor Repairs Minor Repairs Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill

97 MAINTENANCE SCHEDULE Alternative 4A Three-span non-composite box beam End of Study Project 4A-A Project 4A-C Project 4A-D Project 4A-C New Bridge Minor Rehab Major Rehab Minor Rehab New Waterproofing New Superstructure New Waterproofing New Wearing Surface New Wearing Surface Minor Repairs Minor Repairs Project 4A-B Project 4A-B Project 4A-B Project 4A-B Minor Repairs Minor Repairs Minor Repairs Minor Repairs Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill

98

99 Appendix D Residual Values

100 Alternative 1-3-span Concrete Slab Residual Value Cost Description Quantity Unit Unit Extended Substructure 12" CIP RC Piling, Driven 2520 Ft $ 7.50 $ 18,900 12" CIP RC Piling, Furnished 2800 Ft $ 8.50 $ 23,800 16" CIP RC Piling, Driven 2160 Ft $ $ 48,600 16" CIP RC Piling, Furnished 2400 Ft $ $ 48,000 Reinforcing Steel 9000 Pound $ 0.55 $ 4,950 Abutment Concrete 53 Cu Yd $ $ 21,200 Pier Cap Concrete 15 Cu Yd $ $ 12,000 Substructure (25%) 25 % $ 177, $ 44,363 Superstructure Reinforcing Steel Pound $ 0.55 $ 19,800 Superstructure Concrete 241 Cu Yd $ $ 180,750 Superstructure (0%) 0 % $ 200, $ - Subtotal $ 44,363 Design Contingency Add 25% $ 11,091 Total (2002) $ 55,453 Total (2010) $ 75,000

101 Alternative 2-1-span Precast I-beam Residual Value Cost Description Quantity Unit Unit Extended Substructure 14" CIP RC Piling, Driven 5760 Ft $ 9.00 $ 51,840 14" CIP RC Piling, Furnished 6400 Ft $ $ 70,400 Reinforcing Steel Pound $ 0.55 $ 7,150 Abutment Concrete 135 Cu Yd $ $ 50,625 Substructure (25%) 25 % $ 180, $ 45,004 Superstructure Reinforcing Steel Pound $ 0.55 $ 19,800 Superstructure Concrete 181 Cu Yd $ $ 95,025 Draped Strand Beams, AASHTO Type 4 (Mod 4 Each $ 17, $ 70,000 Superstructure (50%) 50 % $ 184, $ 92,413 Subtotal $ 137,416 Design Contingency Add 25% $ 34,354 Total (2002) $ 171,770 Total (2010) $ 232,000

102 Alternative 3-1-span Half-through truss Residual Value Cost Description Quantity Unit Unit Extended Substructure 14" CIP RC Piling, Driven 3960 Ft $ 9.00 $ 35,640 14" CIP RC Piling, Furnished 4400 Ft $ $ 48,400 Reinforcing Steel Pound $ 0.55 $ 10,175 Abutment Concrete 148 Cu Yd $ $ 55,500 Substructure (25%) 25 % $ 149, $ 37,429 Superstructure Reinforcing Steel Pound $ 0.55 $ 14,025 Superstructure Concrete 112 Cu Yd $ $ 70,000 Strip Sealed Expansion Joint 60 Ft $ $ 12,000 Steel Truss, FBs, Stringers, etc. 1 Each $ 185, $ 185,000 Superstructure (50%) 50 % $ 281, $ 140,513 Subtotal $ 177,941 Design Contingency Add 25% $ 44,485 Total (2002) $ 222,427 Total (2010) $ 300,000

103 Alternative 4-3-span Composite Box Beam Residual Value Cost Description Quantity Unit Unit Extended Substructure 12" CIP RC Piling, Driven 2880 Ft $ 7.50 $ 21,600 12" CIP RC Piling, Furnished 3200 Ft $ 8.50 $ 27,200 16" CIP RC Piling, Driven 1890 Ft $ $ 42,525 16" CIP RC Piling, Furnished 2100 Ft $ $ 42,000 Reinforcing Steel Pound $ 0.55 $ 6,050 Abutment Concrete 62 Cu Yd $ $ 24,800 Pier Cap Concrete 22 Cu Yd $ $ 17,600 Substructure (25%) 25 % $ 181, $ 45,444 Superstructure Reinforcing Steel Pound $ 0.55 $ 9,350 Superstructure Concrete 74 Cu Yd $ $ 40,700 Precast Composite Box Beam, CB17 24 Each $ 5, $ 132,000 Superstructure (50%) 50 % $ 182, $ 91,025 Subtotal $ 136,469 Design Contingency Add 25% $ 34,117 Total (2002) $ 170,586 Total (2010) $ 230,000

104 Alternative 3A - 1-span Half-through truss (LPA) Residual Value Cost Description Quantity Unit Unit Extended Substructure 14" CIP RC Piling, Driven 3600 Ft $ 9.00 $ 32,400 14" CIP RC Piling, Furnished 4000 Ft $ $ 44,000 Reinforcing Steel Pound $ 0.60 $ 12,000 Abutment Concrete 147 Cu Yd $ $ 55,125 Substructure (25%) 25 % $ 143, $ 35,881 Superstructure Asphalt Wearing Surface 55 Cu Yd $ $ 12,375 Corrugated Steel Flooring 3600 Sq Ft $ $ 47,340 Steel Truss, FBs, Stringers, etc. 1 Each $ 155, $ 155,000 Superstructure (12.5%) 12.5 % $ 214, $ 26,839 Subtotal $ 62,721 Design Contingency Add 25% $ 15,680 Total (2002) $ 78,401 Total (2010) $ 106,000

105 Alternative 4A - 3-span Non-Composite Box Beam Residual Value Cost Description Quantity Unit Unit Extended Substructure 12" CIP RC Piling, Driven 2700 Ft $ 7.50 $ 20,250 12" CIP RC Piling, Furnished 3000 Ft $ 8.50 $ 25,500 16" CIP RC Piling, Driven 1890 Ft $ $ 42,525 16" CIP RC Piling, Furnished 2100 Ft $ $ 42,000 Reinforcing Steel Pound $ 0.55 $ 6,050 Abutment Concrete 62 Cu Yd $ $ 24,800 Pier Cap Concrete 22 Cu Yd $ $ 17,600 Substructure (25%) 25 % $ 178, $ 44,681 Superstructure 1.75" Intermediate Course 25 Cu Yd $ $ 3, " Surface Course 14 Cu Yd $ $ 2,450 Reinforcing Steel 1000 Pound $ 0.55 $ 550 Superstructure Concrete 4 Cu Yd $ $ 2,000 Precast Box Beam, B17 24 Each $ 4, $ 108,000 Superstructure (12.5%) 12.5 % $ 116, $ 14,594 Subtotal $ 59,275 Design Contingency Add 25% $ 14,819 Total (2002) $ 74,094 Total (2010) $ 100,000

106

107 Appendix E Net Present Value Calculations

108 Alternative 1-3-span Concrete Slab Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2010 $ - $ - 1-A $ 876,000 $ - $ 876, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 1-B $ 8,100 $ - $ 11, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 1-C $ 82,800 $ - $ 85, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 1-D $ 26,500 $ - $ 29, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3,000

109 Alternative 1-3-span Concrete Slab Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2050 $ 500 $ 2,500 1-E $ 186,300 $ - $ 189, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 1-D $ 26,500 $ - $ 29, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 1-F $ 100,100 $ - $ 103, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 1-D $ 26,500 $ - $ 29, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ (75,000) $ (72,000) TOTAL $ 37,500 $ 187,500 $ 1,332,800 $ (75,000) $ 1,482,800 NPV $ 16,008 $ 80,038 $ 1,038,238 $ (10,169) $ 1,124,115

110 Alternative 2-1-span Precast I-beam Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2010 $ - $ - 2-A $ 1,142,800 $ - $ 1,142, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - 2-B $ 9,200 $ - $ 9, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - 2-C $ 90,900 $ - $ 91, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - 2-D $ 28,800 $ - $ 29, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ 500

111 Alternative 2-1-span Precast I-beam Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2050 $ 500 $ - 2-E $ 109,300 $ - $ 109, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - 2-F $ 674,300 $ - $ 674, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - 2-B $ 9,200 $ - $ 9, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - 2-C $ 90,900 $ - $ 91, $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ - $ $ 500 $ - $ - $ (232,000) $ (231,500) TOTAL $ 37,500 $ - $ 2,155,400 $ (232,000) $ 1,960,900 NPV $ 16,008 $ - $ 1,447,709 $ (31,456) $ 1,432,261

112 Alternative 3-1-span Half-through Truss Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2010 $ - $ - 3-A $ 949,400 $ - $ 949, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3-B $ 7,900 $ - $ 8, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3-C $ 82,100 $ - $ 82, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3-D $ 25,900 $ - $ 26, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ 700

113 Alternative 3-1-span Half-through Truss Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2050 $ 700 $ - 3-E $ 97,900 $ - $ 98, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3-F $ 633,400 $ - $ 634, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3-B $ 7,900 $ - $ 8, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3-C $ 82,100 $ - $ 82, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ (300,000) $ (299,300) TOTAL $ 52,500 $ - $ 1,886,600 $ (300,000) $ 1,639,100 NPV $ 22,411 $ - $ 1,230,496 $ (40,676) $ 1,212,231

114 Alternative 4-3-span Composite Box Beam Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2010 $ - $ - 4-A $ 848,400 $ - $ 848, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4-B $ 8,100 $ - $ 11, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4-C $ 82,800 $ - $ 85, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4-D $ 26,500 $ - $ 29, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3,000

115 Alternative 4-3-span Composite Box Beam Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2050 $ 500 $ 2,500 4-E $ 98,900 $ - $ 101, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4-F $ 607,600 $ - $ 610, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4-B $ 8,100 $ - $ 11, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4-C $ 82,800 $ - $ 85, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ (230,000) $ (227,000) TOTAL $ 37,500 $ 187,500 $ 1,763,200 $ (230,000) $ 1,758,200 NPV $ 16,008 $ 80,038 $ 1,124,014 $ (31,185) $ 1,188,875

116 Alternative 3A - 1-span Half-through Truss (LPA) Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2010 $ - $ - 3A-A $ 784,000 $ - $ 784, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3A-B $ 15,000 $ - $ 15, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3A-C $ 236,900 $ - $ 237, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3A-B $ 15,000 $ - $ 15, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ 700

117 Alternative 3A - 1-span Half-through Truss (LPA) Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2050 $ 700 $ - 3A-D $ 496,800 $ - $ 497, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3A-B $ 15,000 $ - $ 15, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3A-C $ 236,900 $ - $ 237, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - 3A-B $ 15,000 $ - $ 15, $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ - $ $ 700 $ - $ - $ (106,000) $ (105,300) TOTAL $ 52,500 $ - $ 1,814,600 $ (106,000) $ 1,761,100 NPV $ 22,411 $ - $ 1,166,610 $ (14,372) $ 1,174,648

118 Alternative 4A - 3-span Non-Composite Box Beam Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2010 $ - $ - 4A-A $ 670,100 $ - $ 670, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4A-B $ 15,000 $ - $ 18, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4A-C $ 51,800 $ - $ 54, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4A-B $ 15,000 $ - $ 18, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3,000

119 Alternative 4A - 3-span Non-Composite Box Beam Net Present Value of Construction and Annual Costs Discount Rate = 2.70% Construction Residual Total Year Insp. Maint. Project Cost Value Cost 2050 $ 500 $ 2,500 4A-D $ 416,700 $ - $ 419, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4A-B $ 15,000 $ - $ 18, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4A-C $ 51,800 $ - $ 54, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 4A-B $ 15,000 $ - $ 18, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ - $ 3, $ 500 $ 2,500 $ - $ (100,000) $ (97,000) TOTAL $ 37,500 $ 187,500 $ 1,250,400 $ (100,000) $ 1,375,400 NPV $ 16,008 $ 80,038 $ 879,047 $ (13,559) $ 961,534

120

121 Appendix F Life Cycle Costs Summaries

122 LIFE CYCLE COSTS SUMMARY (All costs in 2010 dollars) Alternative 1 Three-span continuous concrete slab End of Life $75,000 Project 1-A Project 1-C Project 1-E Project 1-F $876,000 $82,800 $186,300 $100,100 New Bridge Minor Rehab Major Rehab Minor Rehab Patch Deck Patch Deck Patch Deck Overlay Deck Edge Repair Overlay Minor Repairs Overlay Minor Repairs Minor Repairs Project 1-B Project 1-D Project 1-D Project 1-D $8,100 $26,500 $26,500 $26,500 Minor Repairs Minor Repairs Minor Repairs Minor Repairs Seal Deck Patch Deck Patch Deck Patch Deck Seal Deck Seal Deck Seal Deck Residual Value Annual Costs Insp. Maint. $500 $2,500 Inspection $16,008 Net Present Value of Life Cycle Costs Maintenance Projects Residual $80,038 $1,038,238 ($10,169) Total $1,124,115

123 LIFE CYCLE COSTS SUMMARY (All costs in 2010 dollars) Alternative 2 One-span precast concrete I-beam End of Study $232,000 Project 2-A Project 2-C Project 2-E Project 2-B $1,142,800 $90,900 $109,300 $9,200 New Bridge Minor Rehab Minor Rehab Minor Repairs Patch Deck Patch Deck Seal Deck Overlay Overlay Minor Repairs Minor Repairs Residual Value Project 2-B Project 2-D Project 2-F Project 2-C $9,200 $28,800 $674,300 $90,900 Minor Repairs Minor Repairs Major Rehab Minor Rehab Seal Deck Patch Deck New Superstructure Patch Deck Seal Deck Overlay Minor Repairs Annual Costs Insp. Maint. $500 $0 Inspection $16,008 Net Present Value of Life Cycle Costs Maintenance Projects Residual $0 $1,447,709 ($31,456) Total $1,432,261

124 LIFE CYCLE COSTS SUMMARY (All costs in 2010 dollars) Alternative 3 One-span steel half-through truss End of Study $300,000 Project 3-A Project 3-C Project 3-E Project 3-B $949,400 $82,100 $97,900 $7,900 New Bridge Minor Rehab Minor Rehab Minor Repairs Patch Deck Patch Deck Seal Deck Overlay Overlay Minor Repairs Minor Repairs Residual Value Project 3-B Project 3-D Project 3-F Project 3-C $7,900 $25,900 $633,400 $82,100 Minor Repairs Minor Repairs Major Rehab Minor Rehab Seal Deck Patch Deck New Deck Patch Deck Seal Deck New Floor System Overlay Galvanize Truss Minor Repairs Annual Costs Insp. Maint. $700 $0 Inspection $22,411 Net Present Value of Life Cycle Costs Maintenance Projects Residual $0 $1,230,496 ($40,676) Total $1,212,231

125 LIFE CYCLE COSTS SUMMARY (All costs in 2010 dollars) Alternative 4 Three-span continuous composite box beam End of Study $230,000 Project 4-A Project 4-C Project 4-E Project 4-B $848,400 $82,800 $98,900 $8,100 New Bridge Minor Rehab Minor Rehab Minor Repairs Patch Deck Patch Deck Seal Deck Overlay Overlay Minor Repairs Minor Repairs Residual Value Project 4-B Project 4-D Project 4-F Project 4-C $8,100 $26,500 $607,600 $82,800 Minor Repairs Minor Repairs Major Rehab Minor Rehab Seal Deck Patch Deck New Superstructure Patch Deck Seal Deck Overlay Minor Repairs Annual Costs Insp. Maint. $500 $2,500 Inspection $16,008 Net Present Value of Life Cycle Costs Maintenance Projects Residual $80,038 $1,124,014 ($31,185) Total $1,188,875

126 LIFE CYCLE COSTS SUMMARY (All costs in 2010 dollars) Alternative 3A One-span steel half-through truss End of Study $106,000 Project 3A-A Project 3A-C Project 3A-D Project 3A-C $784,000 $236,900 $496,800 $236,900 New Bridge Major Rehab Major Rehab Major Rehab New Deck New Deck New Deck New Stringers New Floor System New Stringers Minor Repairs Galvanize Truss Minor Repairs Residual Value Project 3A-B Project 3A-B Project 3A-B Project 3A-B $15,000 $15,000 $15,000 $15,000 Minor Repairs Minor Repairs Minor Repairs Minor Repairs Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill Annual Costs Insp. Maint. $700 $0 Inspection $22,411 Net Present Value of Life Cycle Costs Maintenance Projects Residual $0 $1,166,610 ($14,372) Total $1,174,648

127 LIFE CYCLE COSTS SUMMARY (All costs in 2010 dollars) Alternative 4A Three-span non-composite box beam End of Study $100,000 Project 4A-A Project 4A-C Project 4A-D Project 4A-C $670,100 $51,800 $416,700 $51,800 New Bridge Minor Rehab Major Rehab Minor Rehab New Waterproofing New Superstructure New Waterproofing New Wearing Surface New Wearing Surface Minor Repairs Minor Repairs Residual Value Project 4A-B Project 4A-B Project 4A-B Project 4A-B $15,000 $15,000 $15,000 $15,000 Minor Repairs Minor Repairs Minor Repairs Minor Repairs Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill Asphalt Mill & Fill Annual Costs Insp. Maint. $2,500 Inspection $16,008 Net Present Value of Life Cycle Costs Projects $879,047 Maintenance $80,038 Residual ($13,559) Total $961,534