BY: SAI CONSULTING ENGINEERS, INC PENN AVENUE, SUITE 300 PITTSBURGH, PA EROSION AND SEDIMENT POLLUTION CONTROL PLAN

Transcription

1 EROSION AND SEDIMENT POLLUTION CONTROL PLAN FOR COOPERSTOWN BRIDGE REPLACEMENT PROJECT S.R. 0427, SECTION B01 BOROUGH OF COOPERSTOWN, VENANGO COUNTY, PENNSYLVANIA BY: SAI CONSULTING ENGINEERS, INC PENN AVENUE, SUITE 300 PITTSBURGH, PA JANUARY 2007

2 EROSION AND SEDIMENT POLLUTION CONTROL NARRATIVE TABLE OF CONTENTS A. GENERAL PLAN REQUIREMENTS Page 1.0 General Information Plan Preparers Qualifications Alternative Erosion and Sediment Pollution Control Measures and Facilities...2 B. SPECIFIC PLAN REQUIREMENTS 1.0 Topographic Features of Project Area Project Soil Characteristics Proposed Alterations to Project Area Project Area Runoff and Watershed Characteristics Location of Receiving Waters and Chapter 93 Classification Temporary and Permanent BMP Control Facilities for Use Before, During, and After Earth Disturbance Activities Sequence of BMP Installation and Earth Disturbance Maintenance Program for BMP Control Facilities Measures for Disposal of Material References...18 Figure 1 Location Map Figure 2 Soils and Boundaries Map List of Figures List of Tables Table 1 Soil Types and Characteristics Table 2 Maximum Slope Length Above Fence APPENDIX A... Resumes APPENDIX B... Soils Information Tables APPENDIX C... Erosion and Sediment Pollution Control Calculations APPENDIX D...Drainage Areas i

3 EROSION AND SEDIMENT POLLUTION CONTROL PLAN COOPERSTOWN BRIDGE REPLACEMENT PROJECT BOROUGH OF COOPERSTOWN, VENANGO COUNTY, PENNSYLVANIA Prepared for PennDOT, District 1-0 Prepared by SAI Consulting Engineers, Inc. Pittsburgh, PA January 2007 ii

4 A. GENERAL PLAN REQUIREMENTS 1.0 General Information 1.1 Location The Cooperstown Bridge is located along S.R. 0427, Section B01, approximately 5.0 miles north of the intersection with US-322. The area of concern is located in the Borough of Cooperstown, Venango County, Pennsylvania (see Figure 1). 1.2 Description The work documented in this Erosion and Sediment (E&S) Pollution Control Plan involves the replacement and widening of the Cooperstown Bridge which carries S.R over Sugar Creek. The existing 127-foot, two-span bridge, constructed in 1969, is being replaced due to structural deterioration. The proposed work will place the new bridge along a new alignment 70 feet downstream permitting the existing bridge to remain open to traffic during construction. The project consists of the following: Construction of a new two-lane bridge. Reconstruction of approximately 400 feet of S.R on each approach to the new bridge. Realignment of Riverside Drive, Factory Street, and S.R Replacement of minor quantities of guiderail, pavement markings, signing, drainage improvements, etc., related to the above construction. This work also includes grading and alignment improvements for the proposed roadway and connectors. Guiderail and concrete bridge parapets will be constructed where required. Relevant information to the project is as follows: Quadrangle: Franklin, PA Coordinates: Latitude/Longitude: Watercourse(s): Chapter 93 Stream Designation: 0.25" S 0.60" E (from top left of Franklin Quadrangle) Lat/41 o 29'55.3"N Long/79 o 52'13.6"W Sugar Creek CWF 1

5 FIGURE 1 PROJECT LOCATION LOCATION MAP U.S.G.S. QUADRANGLE FRANKLIN, PA SCALE: 1 = 2000

6 Site Conditions: Previous Land Use: Bridge and Roadway Roadway, Residential 1.3 Project Construction Schedule Replacement of the Cooperstown Bridge, S.R. 0427, Section B01, is anticipated to begin in the spring of 2008 with an anticipated completion in the fall of Plan Preparers Qualifications Resumes of the principal preparers of this report are included in Appendix A. Principal preparers include Messrs. Jeffrey S. Shaffer, P.E., Department Manager - Highways; John S. Weres, P.E., Project Manager; Lawrence P. Maher, P.E., Project Engineer; Sean G. McKeever, E.I.T., Civil/Highway Engineering; and Jodi L. Sabol, E.I.T., Civil/Highway Engineering. 3.0 Alternative Erosion and Sediment Pollution Control Measures and Facilities 3.1 Description This work consists of the construction, erection, and/or maintenance of all temporary or permanent erosion and sediment pollution control features indicated on the plans and specified but does not include all temporary control measures ordered by the Engineer during the life of the contract. These items will be as directed by the Engineer and as specified in the Pennsylvania Department of Transportation (PennDOT) Publication 408, Section 845, Unforeseen Water Pollution Control (Soil Erosion), and will be paid accordingly. Erosion and Sediment Pollution Control During Construction complements PennDOT Publication 408, Section , Waterway Regulations and Water Pollution Control. In accordance with PennDOT Publication 408, Section , the Contractor may submit his own plan for approval and acceptance at the pre-construction conference. The Contractor's plan for E&S pollution control during construction must include a schedule of accomplishment as an alternative to the contract plans and schedule. In the event the Contractor chooses to develop his own plan, no work will start until the E&S pollution control plan schedules and methods of operation have been approved by the Pennsylvania Department of Environmental Protection (PADEP), the Venango Conservation District, and PennDOT. 2

7 Application will be made for any permit amendments or revisions to the permitted plans that are required because of changes in the anticipated construction procedures. The required applications, plans, and documents will be furnished to PennDOT and the Venango Conservation District. 3.2 Materials All materials and erosion control devices necessary for the control of erosion and sedimentation during construction will conform to the applicable requirements of the specifications (PennDOT Publication 408, 2003) and the special provisions of the proposal. 3.3 Construction Requirements The Contractor is required to incorporate all permanent and temporary erosion control features indicated on the approved plan into the project at the earliest practicable time, as outlined in the approved schedule. The Engineer will limit the area of excavation and embankment operations to 15-foot vertical-height increments commensurate with the Contractor's seeding and other specified temporary and permanent pollution control measures, in accordance with the accepted schedule. If seasonal limitations make such coordination unrealistic, temporary control measures will be taken to the extent feasible and justified. B. SPECIFIC PLAN REQUIREMENTS 1.0 Topographic Features of Project Area Topographic features of the project area are indicated on the attached E&S plan sheets. The project site is an existing 127-foot bridge and roadway passing through a small residential and commercial area. The past and present land use of the concerned area and surrounding vicinity is urban. The existing terrain consists mainly of slightly rolling residential and woodlands. Refer to the project location map (Figure 1) with USGS contours for surrounding project information. 3

8 2.0 Project Soil Characteristics Soils have been delineated on the attached map showing soil types and boundaries (see Figure 2). Soil types were determined from the soil survey of Venango County, Pennsylvania. The soil association for the project area is the Alton-Monongahela-Philo association. A table of the soil types and their features are given in Table 1. General descriptions of each soil type (taken from the VCSS) are summarized below. 2.1 Soil Description Alton Gravelly Loam, 3 to 8 percent slopes (AhB) consists of deep, nearly level to very steep, well-drained soils on glacial outwash terraces and kames. These soils formed in gravel, sand, and silt deposited by running water. Slopes are convex. The native vegetation is maple, mixed oaks, ash, and black cherry. This soil is on terraces near flood plains along the major streams in the county. Available moisture capacity is low, and permeability is rapid. Most limitations are related to the rapid permeability and low available moisture capacity. Included with this soil in mapping were small areas of Allegheny and Monongahela soils. Monongahela Silt Loam, 3 to 8 percent slopes (MoB) consists of deep, nearly level to gently sloping, moderately well-drained soils on terraces. These soils formed in sediment deposited by streams. The native vegetation is mixed oaks, red maple, beech, and hickory. This soil is on terraces in stream valleys. Available moisture capacity is moderate, and permeability is slow. The water table is with 18 to 36 inches of the surface during winter and spring. Most limitations are related to the erosion hazard, slow permeability, and the seasonal high water table. Included with this soil in mapping were small areas of Allegheny and Tyler soils and some areas where surface layer is gravelly. Philo Silt Loam (Ph) consists of deep, nearly level, moderately well-drained soils on flood plains of streams. These soils formed in sediments washed from surrounding uplands. The native vegetation is red oak, white oak, hickory, ash, cherry, and elm. This nearly level soil is in long, narrow bands along small streams and in strips on the flood plains of major streams. 4

9 Figure 2 - Soils and Boundaries Map Cooperstown Bridge Borough of Cooperstown Venango County, Pennsylvania Map Scale 1:2372, 1 inch = 198 feet Created by SoilMap, 10/4/ :13:29 AM Soil maps are subject to change and may be copied without permission. Enlarging the maps may cause misunderstanding of the detail of mapping. Help in using soil surveys is available from the local office of the NRCS.

10 Available moisture capacity is high, and permeability is moderately slow. The water table is within 18 to 36 inches of the surface during winter and spring. Most limitations are related to the seasonal high water table and the flooding. Included with this soil in mapping were small areas of Pope and Atkins soils. Also included, in the western part of the county along some streams, were a few acres of soils that were less acid than Philo soils. Pope Loam (Po) consists of deep, nearly level, well-drained soils on flood plains and streams. These soils formed in sediment washed from surrounding uplands. The native vegetation is mixed oaks, maple, elm, and sycamore. This nearly level soil is near the channels of the larger streams in the county and in narrow bands adjacent to small streams. Available moisture capacity is high, and permeability is moderate. Most limitations are related to flooding. Included with it in mapping were small areas of Philo soils and gravelly Pope soils. The soil limitations encountered will be addressed by maintaining the existing slope where possible, minimizing cut and fill slopes, and promptly seeding and mulching exposed soils. Pavement base drains, additional inlet locations, and new retaining walls are included in this project and will reduce the effects of potential frost action, rapid surface runoff, and the severe slope. Symbol AhB MoB Ph Po TABLE 1 SOIL TYPES AND CHARACTERISTICS Type; Slope Soil Features Affecting Highway and Road Location Kinds of Soil Limitations Alton Gravelly Loam, 3 to 8 Cut slopes are droughty Low available moisture percent slopes capacity Monongahela Silt Loam, 3 to Seasonal high water table, high Erosion hazard, high water 8 percent slopes frost heave potential table, restricted permeability Philo Silt Loam Seasonal high water table, high Flooding, seasonal high frost heave potential, flooding water table Pope Loam Moderate frost heave potential, Flooding flooding Major Hydric No No* No* No* *Map units with inclusions of hydric components. 5

11 2.2 Wetland Impacts A Categorical Exclusion Evaluation, including wetland delineation, for this project is being completed by A.D. Marble and Company. There are no wetlands located in the project area. 3.0 Proposed Alteration to Project Area No existing facilities outside the legal right-of-way and temporary construction easements will be utilized for erosion and sediment pollution control. The NPDES Permit Boundary is the legal right-of-way, easements, station work limits, and as shown on the plan. This area is 2.30 acres. The actual disturbed area for the S.R. 0427, Section B01, project is approximately 2.18 acres, which is delineated by the limit of disturbance line on the E&S Pollution Control Plan. There are no planned foreign borrow sites outside the project work limits. However, based on earthwork calculations, there may be a need for foreign borrow site(s) outside the project work limits. Should this be the case, the Contractor must follow procedures outlined in Section A.3.0 in accordance with PennDOT Publication 408/2003, Section Construction debris removed from the site shall be either recycled or disposed of at an approved landfill and in accordance with the Department s Solid Waste Management Regulations at 25 PA Code et seq., et seq., and et seq. 3.1 Earthmoving Activities Outside Project Limits With the exception of possible waste areas or foreign borrow sites selected by the Contractor, earthmoving activities are not required outside the project area, legal right-of-way, or temporary construction easements unless the required approvals are obtained, as described in Section A.3.0, prior to disturbance. 3.2 Permanent Site Features and Facilities All of the permanent site features have been indicated on the plan drawings. The utilization of these permanent site features, such as pipes, inlets, and channels, has been described in Section 5.0, Sequence of BMP Installation and Earthmoving Activities, of this report. 6

12 4.0 Project Area Runoff and Watershed Characteristics Copies of all supporting drainage calculations are included in this report in Appendix C. 4.1 Drainage Calculations The hydraulic analysis on this project has been performed based on PennDOT design criteria as documented in Design Manual Part 2, Chapter 10, Drainage Design, Division 1, Roadway Drainage Structures. Design computations and drainage area boundaries are available upon request. a. Roadway Drainage The Rational formula (Q = CiA) was used to determine the expected runoffs for roadway drainage for this project. Contributing areas were determined from 1" = 25' scale project mapping and USGS mapping. b. Storm Sewer Criteria A 10-year frequency storm of five-minute duration was used to design the storm sewer systems for this project. c. Inlet Spacing Inlet spacing was computed for a 10-year frequency storm of five-minute duration. Values for inlet capacities were based on PennDOT Design Manual Part 2, Chapter 10, Tables and d. Swale Capacities A 10-year frequency storm of five-minute duration was used to determine expected stormwater runoff. Swale capacities were computed using Manning's Equation. e. Channel Capacities A 10-year frequency storm of five-minute duration was used to determine expected stormwater runoff for permanent channels. A two-year frequency storm of fiveminute duration was used to determine expected stormwater runoff for temporary channels. 7

13 5.0 Location of Receiving Waters and Chapter 93 Classification 5.1 Drainage Discharge Point The proposed drainage for the project will carry runoff from the bridge to the east approach and outlet the collected stormwater on the south side of the structure into Sugar Creek. 5.2 Chapter 93 Classification Runoff generated from this project discharges into one watershed. This area contributes runoff flow to Sugar Creek. Sugar Creek drains south and enters French Creek at the Village of Sugar Creek. According to the Pennsylvania Code, Title 25, Chapter 93, Sugar Creek is classified as a Cold Water Fishes (CWF) protected use. The existing stream and 100-year floodway are shown on the E&S plan sheets. The existing and proposed 100-year flood elevations are feet. 6.0 Temporary and Permanent BMP Control Facilities for Use Before, During, and After Earth Disturbance Activities To minimize accelerated erosion and off-site sedimentation, the following items have been included in this project and are indicated on the E&S plan sheets. 6.1 Rock Construction Entrances An item for rock construction entrances is also included in this project. The Contractor will construct these entrances for use in accessing construction work sites at the locations indicated on the E&S Pollution Control Plan, and as needed. Refer to the E&S Pollution Control Plans for details. The rock construction entrances will be constructed of No. 1 Coarse Aggregate and placed at an eight-inch minimum thickness. These entrances will extend across the traveled way for a minimum length of 50 feet with a minimum width of 20 feet, or as required to minimize the amount of material tracked onto the roadway by heavy-construction equipment. Soil and debris deposited on the roadway from construction vehicles will be returned to the construction site. Upon completion of the construction entrances, unsuitable material will be removed and the area graded, seeded, and mulched. 6.2 Silt Barrier Fence Silt barrier fence placed during construction will meet the following criteria: 8

14 Silt barrier fence will be placed at level grade. Both ends of a fence section will be extended up the slope so that the bottom of the fence ends at the top of the fence elevation. Silt barrier fence will be designed to control runoff from drainage areas that do not exceed the maximum slope-to-slope length relationships shown below. TABLE 2 - MAXIMUM SLOPE LENGTH (FT.) ABOVE FENCE Slope - Percent 18"-high Fence 30"-high Fence Super Silt Fence 2 (or less) , The formation of concentrated flows is not permitted on the drainage slope above a silt barrier fence installation. If concentrated flows do occur, direct slope stabilization measures must be employed to prevent such conditions. Silt barrier fences will not be placed in any area of concentrated flows such as swales, channels, etc. Silt barrier fences will not be used in areas where rock or rocky soils prevent full and uniform anchoring of the fence toe. Silt barrier fence material will not be placed across entrances to pipes or culverts and will not be wrapped around the principal spillway structures of the sediment traps or the sediment basin. 9

15 Typical silt barrier fence dimensions, post spacings, and embedment depths are shown on the typical drawing in RC-70M. 6.3 Definition of Stabilization Stabilization will occur in accordance with Chapter 102, Rules and Regulations, Sections and Vegetated areas shall be considered permanently stabilized when a uniform 70% perennial vegetative cover of erosion resistant perennial species has been achieved or the disturbed areas are covered with an acceptable BMP which permanently minimizes accelerated erosion and sedimentation. Interim erosion and sediment pollution controls, such as sediment filters and silt fence, will be utilized until permanent stabilization has occurred. 6.4 Vegetative Surface Stabilization Vegetative surface stabilization will be required as listed in Sections 804 and 805 of PennDOT Publication 408, 2003, for denuded areas, swales, and in the construction of embankment cut and fill slopes in lifts of 15 feet. All areas disturbed by construction that are not stabilized with pavement or rock lining must be seeded and mulched. All permanent swales, permanent channels, and temporary channels within and along the roadway will be seeded and mulched in accordance with PennDOT Publication 408, Sections 804, 805, and 806, Formula B Seeding and Soil Supplement, including straw mulch at a rate of 1200 Lbs./1,000 S.Y., is to be placed on lawn areas with slopes flatter than 3:1. Seeding Rates: Formula B = 21.0 Lbs./1,000 S.Y. Uniformly consisting of: Perennial Ryegrass 4.0 Lbs./1,000 S.Y. Creeping Red Fescue or Chewings 6.0 Lbs./1,000 S.Y. Kentucky Bluegrass Mixture 11.0 Lbs./1,000 S.Y. 2. Formula D Seeding and Soil Supplement, including straw mulch at a rate of 1200 Lbs./1,000 S.Y., is to be placed on slopes flatter than 3:1 where mowing may or may not be designated. Seeding Rates: Formula D = 21.0 Lbs./1,000 S.Y. Uniformly consisting of: 10

16 Tall Fescue 15.0 Lbs./1,000 S.Y. Creeping Red Fescue or Chewings 6.0 Lbs./1,000 S.Y. 3. Formula L Seeding and Soil Supplement, including bonded fiber matrix spray on Erosion Control Blanket, is to be placed on slopes 3:1 or steeper. Seeding Rates: Formula L = 24.0 Lbs./1,000 S.Y. Uniformly consisting of: Hard Fescue Mixture 13.0 Lbs./1,000 S.Y. Creeping Red Fescue 8.5 Lbs./1,000 S.Y. Annual Ryegrass 2.5 Lbs./1,000 S.Y. 4. Formula E Seeding and Soil Supplement, including hay mulch at a rate of 1200 Lbs./1,000 S.Y., is to be placed in areas requiring temporary seeding. Seeding Rates: Formula E 10.0 Lbs./1,000 S.Y. Uniformly consisting of: Annual Ryegrass 10.0 Lbs./1,000 S.Y. 6.5 Gravel Filters for Area and Curb Inlets Proposed gravel filters for area/curb inlets have been utilized where heavy concentrated flows are expected but not where ponding around the structure might cause excessive inconvenience or damage to adjacent structures and unprotected areas. Gravel filters will be installed using wire mesh fabric with 1/4-inch openings and No. 57 Coarse Aggregate as specified in Sections 865.2(b) and of the PennDOT Specifications, Publication 408, 2003, and in accordance with the details in the E&S Pollution Control Plan Sheets. 6.6 Temporary Causeway A temporary causeway will be utilized to provide construction vehicle access to allow for construction of the pier and its foundation and to prevent accelerated erosion. The causeway will be constructed as indicated on the contract plans, in accordance with the guidelines presented in PennDOT Design Manual Part 2, Chapter 10; PennDOT Specifications, Publication 408, 2003, Section 600; the PADEP Erosion and Sedimentation Pollution Control Manual, 2000; and the Bureau of Dams and Waterway Management, General Permit B.D.W.M., GP-8. 11

17 6.7 Rock Apron Outlet Protection Rock outlet protection will be constructed in accordance with the plan detail sheet and calculations in Appendix C. The rock outlet protection is designed to stop erosion at the end of culverts and storm drains. 6.8 Rock Filter Outlets Rock filter outlets will be used to control runoff in all areas where channelized flow has undermined silt barrier fence. Rock filter outlets shall be constructed to a height equal to 5/6 the height of the surrounding silt barrier fence. Rock filter outlets will be constructed as specified in Section 856 of the PennDOT Specifications, Publication 408, Temporary Stream Diversion Device The proposed temporary stream diversion device has been utilized to divert stream flow away from construction allowing the construction to be dewatered. The water diversion device will be installed in accordance with the detail in the E&S Pollution Control Plan Sediment Filter Bag Proposed sediment filter bags have been utilized to trap sand, silt, and fines from the pumped water. Sediment filter bags will be installed in accordance with the detail in the E&S Pollution Control Plan, Standard Drawing RC-70M of PennDOT Publication 72. Sediment filter bags will be sized using manufacturer s specifications. Contractor must ensure proper size and maintenance of the pump. 7.0 Sequence of BMP Installation and Earth Disturbance The following is a description of the anticipated construction sequence for this project. The goal of this sequence is to limit the amount of exposed areas and thus reduce, to the extent possible, production of erosion and sediment during construction. This sequence is included on the E&S Pollution Control Plan as listed in the stages below. The information is presented in three stages, based on traffic management, and should be constructed sequentially with one stage being completed before the next stage begins. However, it should be noted that the E&S pollution controls as designed are not dependent on the stages proceeding in this order. 12

18 Therefore, should the Contractor be unable to proceed with construction in this order for reasons unknown at this time, or at the direction of PennDOT, the erosion and sediment control measures will still be effective at controlling erosion. Sequence General Notes Install all applicable perimeter erosion and sediment control BMP s prior to clearing and grubbing and earthmoving activities as indicated on the E&S pollution control plans. Additional BMP's will be installed during construction activities as indicated on the E&S pollution control plans. The Contractor is responsible for the creation and submission of an E&S pollution control plan to Venango Conservation District (VCD) for each spoil, borrow, staging, stockpile, or other work area not detailed on the plan or for unexpected work outside the project limits. If any permit modifications are required, they are the responsibility of the Contractor. Borrow and waste areas shall be in accordance with PennDOT Publication 408, 2003, Section Stage 1- Factory Drive and Riverside Drive Construction During Stage 1-Phase 1 of the Traffic Control Plan, the southbound lane of Riverside Drive and Factory Street from Station to Station will be completed. Local traffic will access Factory Street via the local detour route which is included in the traffic control plans. Riverside Drive traffic will be maintained through the workzone by utilizing flaggers on the existing single northbound lane. During Stage 1- Phase 2 of the Traffic Control Plan, the remaining northbound portion of Riverside Drive will be constructed. Traffic will be shifted to the newly constructed southbound lane of Riverside Drive while utilizing flaggers. The following operations should be completed with minimal earth disturbance: 1. Implement the Traffic Control Plan. Install perimeter E&S pollution controls, such as a rock construction entrance at Station CL Factory Street and silt barrier fence along Riverside Drive, as shown on the Plans. 2. Construct Riverside Drive and Factory Street in accordance with the traffic control plans. Remove rock construction entrance as construction activities progress. Remove existing Factory Drive pavement within the legal right-of-way. 3. Seed and mulch disturbed areas along Riverside Drive and Factory Street with permanent seeding in accordance with the seeding legend on the plans. 13

19 4. When all areas are stabilized with a uniform 70% perennial vegetative cover, remove all temporary E&S pollution control measures. 7.2 Stage 2- Bridge Construction During Stage 2- Phase 1 of the Traffic Control Plan, the proposed bridge and abutments will be constructed. Local traffic will continue to access Factory Street and Riverside Drive via the existing roadway network and newly constructed Riverside Drive and Factory Street. S.R traffic will remain on the existing bridge while the new bridge is constructed. During Stage 2- Phase 2 of the Traffic Control Plan, the section of roadway between Station and the south bridge abutment will be constructed. Two lanes of traffic will remain on the existing bridge during this phase. disturbance: During Stage 2, the following operations should be completed with minimal earth 1. Implement Stage 2 of the Traffic Control Plans. 2. Install perimeter E&S pollution controls, such as rock construction entrances at Station LT and Station LT and silt barrier fence along S.R from Stations LT to Station RT. Install temporary excavation and support system, temporary causeway, temporary stream diversion device near the proposed pier area and along Abutment 2, and sediment filter bags all in accordance with the Erosion and Sediment Pollution Control Plans and Details. 3. After the perimeter controls are in place, construct the south abutment, and perform grading and construction activities for the abutment and roadway approach to Station Dewater temporary stream diversion device around abutment as necessary. Remove rock construction entrance and temporary stream diversion device at Station as construction activities progress. 4. Seed and mulch disturbed areas with permanent seeding in accordance with the seeding legend on the Plans. 5. When all areas are stabilized with a uniform 70% perennial vegetative cover, remove silt barrier fence. 6. Construct pier at Station CL. Dewater temporary diversion system around pier as necessary. 14

20 7. Perform grading and construction activities for the north abutment. Install pipes and inlets for the drainage system B-0, B-1, and B-2 at approximately Station LT and RT. Install the rock apron outlet protection at B-0 in accordance with the Plans. 8. Complete grading and construction of the bridge and roadway approaches. 9. Seed and mulch disturbed areas along S.R with permanent seeding in accordance with the seeding legend on the plans. 10. Install the temporary E&S pollution control measures, including temporary causeway, temporary diversion device, and sediment filter bag. The rock construction entrance at Station LT and silt barrier fence will remain in place for the duration of Stage Stage 3- S.R Tie-ins, S.R. 4020, and Driveway Construction During Stage 3- Phase 1 of the Traffic Control Plan, the S.R tie-ins will be constructed along with S.R S.R traffic will be detoured. During Stage 3- Phase 2 of the Traffic Control Plan, the parking access grading and parking entrance off of S.R will be constructed. S.R and S.R will be reopened to unrestricted traffic during this phase. The existing bridge will be demolished. disturbance: During Stage 3, the following operations should be completed with minimal earth 1. Implement Stage 3 of the Traffic Control Plans. 2. Install drainage system from A-0 to A-1 at Station LT and RT. Install rock apron outlet protection at A-0 in accordance with the Plans. 3. Install the inlet and pipe for the drainage system C-0 to C-1 at Station RT and LT in accordance with the Construction Plans. Install inlet protection at inlet C-1. Outlet C-O will be flush with the streamside of the existing concrete wall. 4. Perimeter E&S pollution controls, such as silt barrier fence along the south bridge abutment and the rock construction entrance at Station LT, will remain in place during this phase. The rock construction entrance may need adjusted due to the widening of S.R at Station LT. 5. After the perimeter controls are in place, perform and complete roadway and parking entrance construction activities. 15

21 6. Demolish the bridge. Remove any debris from the waterway immediately. Construction debris removed from the site shall be either recycled or disposed of at an approved landfill and in accordance with the Department s Solid Waste Management Regulations at PA Code et seq., et seq., and et seq. Restore disturbed area to its original condition. 7. Seed and mulch disturbed areas with permanent seeding in accordance with the seeding legend on the Plans. 8. When all areas are stabilized with a uniform 70% perennial vegetative cover, remove all remaining temporary E&S pollution control measures, including temporary causeway, temporary diversion device, sediment filter bag, silt barrier fence, rock construction entrance, and inlet sediment filter. Seed and mulch areas disturbed by the removal of the temporary facilities. 8.0 Maintenance Program for BMP Control Facilities 8.1 Silt Barrier Fence Inspect the silt barrier fence weekly and after any precipitation event. After reviewing the results of the inspection with the Engineer, immediately clean, repair, or replace all silt barrier fence found to be in unsatisfactory condition. Promptly remove accumulated sediment to an approved upland site when it reaches one-half (1/2) of the above ground height of the fence. Repair immediately, with a rock outlet filter, all undercutting or erosion of the toe anchor. Adhere to any of the manufacturer's recommendations for replacing the silt barrier fence due to weathering. 8.2 Rock Construction Entrances Constantly maintain the rock construction entrance thickness to the specified dimension by adding rock. Maintain a stockpile of rock material on the site for this purpose. At the end of each construction day, remove all sediment deposited on public roadways and return it to the construction site. Washing of the roadway with water is not permitted. 16

22 8.3 Gravel Filters for Area and Curb Inlets Inspect all gravel filters weekly and after each runoff event. Remove gravel filters when clogged with sediment. Materials must be washed completely free of all foreign matter or, when directed, new rock must be used to rebuild the filter. Remove and dispose of the sediment so it does not erode into construction areas and/or natural waterways. Accomplish clean-out or replacement within three (3) working days of the inspection. 8.4 Rock Apron Outlet Protection Inspect the rock apron outlet weekly and after every runoff event. Inspect for erosion and loose rock at the outlets. If needed, add rock to the outlet protection. 8.5 Vegetative Surface Stabilization Permanent vegetated areas will be inspected after each precipitation event until a uniform erosion resistant cover of at least 70% is achieved. Maintenance will also be in accordance with PennDOT Publication 408, 2003, Section 804.3(j). 8.6 Temporary Stream Diversion Device Inspect daily to ensure that the sandbags, barrier, and polyethylene liner remain intact and in good working condition. Remove and replace any damaged sandbags, barrier, and liner as required. 8.7 Sediment Filter Bags Inspect daily to ensure that the filter bags are in good working order. Remove and clean out or replace sediment filter bag within three (3) working days following the inspection. Accomplish the necessary clean-out or replacement immediately following inspection. 8.8 Permanent Maintenance Operations Upon completion of the project, the maintenance of all permanent E&S pollution controls will become part of PennDOT s regular maintenance program. This will include periodic inspections (at least once a year) of facilities and all required repairs. 9.0 Measures for Disposal of Material No earthmoving activities will be permitted outside the limit of work. All of the permanent site features have been indicated on the plan drawings. The utilization of these permanent site features, such as inlets and channels, has been described in Section 7.0, 17

23 Sequence of BMP Installation and Earth Disturbance, of this report. There are no foreign borrow or waste sites anticipated outside the project work limits. However, based on earthwork calculations, there may be a need for foreign borrow or waste site(s) outside the project work limits. If the Contractor has to disturb areas outside the proposed grading for any other reason, the required approvals must be obtained prior to disturbance in accordance with Section A Other Regulations Comply with the requirements of Title 25 - Rules and Regulations: Part 1 - Department of Environmental Protection, Subpart C - Protection of Natural Resources, Article II - Water Resources, Chapter Erosion Control. In the event of a conflict between these requirements and the pollution control laws, rules, or regulations of other Federal, State, or Local Agencies, the more restrictive laws, rules, or regulations will apply References 1. Erosion and Sediment Pollution Control Program Manual, April 2000, Pennsylvania Department of Environmental Protection, Bureau of Soil and Water Conservation. 2. Design Manual Part 2 - Publication 13M, Change #1 - July 2002, Pennsylvania Department of Transportation. 3. Roadway Specifications - Publication 408, 2003, Pennsylvania Department of Transportation. 4. Roadway Construction Standards - Publication 72M, April 2004, Pennsylvania Department of Transportation. 5. Soil Survey of Venango County, Pennsylvania, December 1975, United States Department of Agriculture, Soil Conservation Service. 6. SoilMap Version 2. Penn State College of Agricultural Sciences. 5 October < 7. Flowmaster, 2003, Haestad Methods. 18

24 APPENDIX A Resumes

25

26

27

28

29

30 APPENDIX B Soils Information Tables

31 ! " #$%& # & '( $ & ' ( ) * * # # ' * *+ *)! * ' PA121 - Venango County, Pennsylvania AhB - Alton gravelly loam, 3 to 8 percent slopes $ * All areas are prime farmland Well drained ' 2s,'- A./ very deep & ) >60 in $ none./' 1.55 gm/cm3 * ' moderate &/ 0.24 /$/ 0.32 ) 3 + High " 0,' no

32 ! " #$%& # & '( $ & ' ( ) * * # # ' * *+ *)! * ' PA121 - Venango County, Pennsylvania Ph - Philo silt loam $ * All areas are prime farmland Moderately well drained ' 2w,'- B./ very deep & ) in $ occasional./' 1.30 gm/cm3 * ' moderate &/ 0.37 /$/ 0.37 ) 5 + Medium " 0,' no

33 ! " #$%& # & '( $ & ' ( ) * * # # ' * *+ *)! * ' PA121 - Venango County, Pennsylvania MoB - Monongahela silt loam, 3 to 8 percent slopes $ * Farmland of statewide importance Moderately well drained ' 2e,'- C./ very deep & ) in $ none./' 1.45 gm/cm3 * ' slow &/ 0.43 /$/ 0.43 ) 3 + Low " 0,' no

34 ! " #$%& # & '( $ & ' ( ) * * # # ' * *+ *)! * ' PA121 - Venango County, Pennsylvania Po - Pope loam $ * All areas are prime farmland Well drained ' 2w,'- B./ very deep & ) >60 in $ occasional./' 1.45 gm/cm3 * ' moderate &/ 0.37 /$/ 0.37 ) 5 + Medium " 0,' no

35

36 Figure 2 - Soils and Boundaries Map Cooperstown Bridge Borough of Cooperstown Venango County, Pennsylvania Map Scale 1:2372, 1 inch = 198 feet Created by SoilMap, 10/4/ :13:29 AM Soil maps are subject to change and may be copied without permission. Enlarging the maps may cause misunderstanding of the detail of mapping. Help in using soil surveys is available from the local office of the NRCS.

37 Venango Conservation District Received 10/19/06 Revised 8/83 By: GHL LIST OF SOIL MAPPING UNITS THAT QUALIFY AS ADDITIONAL FARMLAND OF STATEWIDE IMPORTANCE Venango County, Pennsylvania Manuscript Symbol AlA AlB AlC At CdC ClA ClB ClC CoC ErB FeA FeB GlC HaC HeC MoB RaC Re Ty WhC WoC Mapping Unit Name Alvira silt loam, 0 to 3 percent slopes Alvira silt loam, 3 to 8 percent slopes Alvira silt loam, 8 to 15 percent slopes Atkins silt loam Canfield gravelly silt loam, 8 to 15 percent slopes Cavode silt loam, 0 to 3 percent slopes Cavode silt loam, 3 to 8 percent slopes Cavode silt loam, 8 to 15 percent slopes Cookport loam, 8 to 15 percent slopes Ernest silt loam, 3 to 8 percent slopes Frenchtown silt loam, 0 to 3 percent slopes Frenchtown silt loam, 3 to 8 percent slopes Gilpin silt loam, 8 to 15 percent slopes Hanover silt loam, 8 to 15 percent slopes Hazleton channery loam, 8 to 15 percent slopes Monongahela silt loam, 3 to 8 percent slopes Ravenna silt loam, 8 to 15 percent slopes Rexford silt loam Tyler silt loam Wharton silt loam, 8 to 15 percent slopes Wooster gravelly silt loam, 8 to 15 percent slopes

38 Venango Conservation District Received 10/19/06 HYDRIC SOILS VENANGO COUNTY, PENNSYLVANIA Map Hydric Location Symbol Map Name Component Notes Map units with major components hydric: As Armagh silt loam Armagh (PA0094) At Atkins silt loam Atkins (WV0008) BrA Brinkerton silt loam, 0 to 3 percent slopes Brinkerton (PA0090) BrB Brinkerton silt loam, 3 to 8 percent slopes Brinkerton (PA0090) Bt Brinkerton and Frenchtown very stony silt loams Brinkerton (PA0091) Frenchtown (OH0085) FeA Frenchtown silt loam, 0 to 3 percent slopes Frenchtown (OH0085) FeB Frenchtown silt loam, 3 to 8 percent slopes Frenchtown (OH0085) Re Rexford silt loam Rexford (PA0017) Map unites with inclusions of hydric components: AlA Alvira silt loam, 0 to 3 percent slopes Frenchtown Depressions, drainageways, potholes AlB Alvira silt loam, 3 to 8 percent slopes Frenchtown Depressions, drainageways, potholes AlC Alvira silt loam, 8 to 15 percent slopes Frenchtown Depressions, drainageways, potholes ArB Alvira and Ravenna very stony silt loams, 0 to 8 percent slopes Frenchtown Depressions, drainageways, potholes CdB Canfield gravelly silt loam, 3 to 8 percent slopes Frenchtown Depressions, drainageways, potholes CdC Canfield gravelly silt loam, 8 to 15 percent slopes Frenchtown Depressions, drainageways, potholes CeB Canfield very stony silt loam, 0 to 8 percent slopes Frenchtown Depressions, drainageways, potholes CeC Canfield very stony silt loam, 8 to 25 percent slopes Frenchtown Depressions, drainageways, potholes ClA Cavode silt loam, 0 to 3 percent slopes Armagh Low flats, drainageways ClB Cavode silt loam, 3 to 8 percent slopes Armagh Low flats, drainageways ClC Cavode silt loam, 8 to 15 percent slopes Armagh Low flats, drainageways CoA Cookport loam, 0 to 3 percent slopes Wet spots Depressions

39 Venango Conservation District Received 10/19/06 CoB Cookport loam, 3 to 8 percent slopes Wet spots Depressions CoC Cookport loam, 8 to 15 percent slopes Wet spots Depressions CpB Cookport very stony loam, 0 to 8 percent slopes Wet spots Depressions CpO Cookport very stony loam, 8 to 15 percent slopes Wet spots Depressions ErB Ernest silt loam, 3 to 8 percent slopes Brinkerton Depressions, drainageways EsB Ernest very stony silt loam, 0 to 8 percent slopes Brinkerton Depressions, drainageways EsC Ernest very stony silt loam, 8 to 15 percent slopes Brinkerton Depressions, drainageways MoA Monongahela silt loam, 0 to 3 percent slopes Rexford Potholes, drainageways MoB Monongahela silt loam, 3 to 8 percent slopes Rexford Potholes, drainageways Ph Philo silt loam Atkins Bottom lands Po Pope Loam Atkins Bottom lands RaA Ravenna silt loam, 0 to 3 percent slopes Frenchtown Drainageways, potholes RaB Ravenna silt loam, 3 to 8 percent slopes Frenchtown Drainageways, potholes RaC Ravenna silt loam, 8 to 15 percent slopes Frenchtown Drainageways, potholes Sm Strip mines Wet spots 1/ Drainageways, potholes Ty Tyler silt loam Rexford Drainageways, potholes Um Urban land-monongahela complex Wet spots Drainageways, potholes WhB Wharton silt loam, 3 to 8 percent slopes Armagh Depressions, drainageways WhC Wharton silt loam, 8 to 15 percent slopes Armagh Depressions, drainageways 1/ May need soil scientist s verfication.

40 APPENDIX C Erosion and Sediment Pollution Control Calculations

41 Drainage Calculations

42 Sheet No. Of Comp.By SGM Date 12/20/06 Revised Date PROJECT: COOPERSTOWN BRIDGE REPLACEMENT Chkd.By JLS Date 12/21/06 Revised Date Revised Date RUNOFF GRATE ANALYSIS HYDRAULIC DESIGN FROM INLET TO INLET ROUTE STATION OF FROM INLET SIDE OFFSET AREA COMPOSITE "C" VALUE TIME OF CONCENTRATION RAINFALL INTENSITY INCREMENTAL OVERLAND RUNOFF BYPASS FROM UPSTREAM INLET GRATE CAPTURE DISTANCE FROM TOP GRATE TO INSIDE TOP PIPE FLOW IN PIPE TOP OF GRATE OR RIM PIPE INVERT IN [ + ] PIPE INVERT OUT [ - ] LENGTH OF PIPE SLOPE OF PIPE TYPE OF PIPE MANNINGS - n VALUE SIZE OF PIPE phi ( assumed) AREA OF PARTIALLY FULL PIPE DESIGN FLOW MEAN VELOCITY PIPE CAPACITY FLOWING FULL REMARKS (ac) (min) (in/hr) (cfs) (cfs) (cfs) (ft) (cfs) (ft) (ft) (ft) (ft) (ft/ft) (in) (degree) (ft 2 ) (cfs) (fps) (cfs) B-2 A-1 S.R ' L RCP TYPE M INLET B-1 A-0 S.R ' R RCP TYPE M INLET B-0 OUTLET S.R ' L Flow at Outlet A-0 = C-1 B-0 S.R ' L RCP TYPE M INLET C-0 OUTLET S.R ' R Flow at Outlet B-0 = OUTLET 1/19/2007 I:\Jobs\ Cooperstown\Highway\Drainage\Stormsewer.xls STM

43 Sheet No. Of Comp.By: SGM Date 12/20/06 Revised Date PROJECT: COOPERSTOWN BRIDGE REPLACEMENT Chkd.By: JLS Date 12/21/06 Revised Date Revised Date Q s = (0.56 / n) * S 5/3 X * SL 1/2 * (T-W) 8/3 Q t (Uniform Gutter) = Total Flow Capacity of the Gutter Section Qt = Total Gutter Flow Rate (cfs) SL = Longitudinal Slope (ft/ft) References: Q t (Uniform) = (0.56 / n) * S 5/3 X * SL 1/2 * T 8/3 Q s (Composite Gutter) = Flow Capacity of the Gutter Section n = Manning's Roughness Coefficient T = Allowable Width of Flow (ft) HEC-22, Chapter 4 E O = 1/ (1+(S W /S X )/((1+(S W /S X )/((T/W)-1)) 8/3-1) Above the Depressed Section (cfs) SX 1 & SX 2 = Cross Slopes (ft/ft) For V-Shape Gutter W = Width of Depressed Section (ft) PennDOT DM 2, Chapter 10 Q = Q S /(1-E O ) E 0 = Ratio of Flow in a Chosen Width (usually the width of a SX = (SX1*SX2)/(SX1+SX2) For Uniform Gutter Qi = Inlet Capacity (cfs) (PennDot DM2, Chapter 10) grate to total gutter flow : Q w /Q ) SX = Pav't Cross Slope (ft/ft) For Composite Gutter SW = Gutter Cross Slope (ft/ft) GUTTER SECTION INLET NO. INLET TYPE ROUTE STATION SIDE OFFSET OFFSET DIST. C AREA Tc I Q INCR Q INCR + Q BYPASS GUTTER TYPE COMPOSITE (C) UNIFORM (U) SL SX1 OR SW (C) SX2 (8 = curb) SX n W T ALLOWED KC E O Q S Qt GUTTER d at T allowed Qi Q BYPASS COMMENTS (ft) (ac) (min) (in/hr) (cfs) (cfs) (ft/ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) (cfs) (ft) (cfs) (cfs) B-2 B-1 B M S.R L C TYPE M INLET M S.R R C TYPE M INLET OUTLET S.R L OUTLET OUTLET C-1 C M S.R L C TYPE M INLET OUTLET S.R R OUTLET OUTLET 1/19/2007 I:\Jobs\ Cooperstown\Highway\Drainage\Stormsewer.xls INLT

44

45

46

47

48 Outlet Protection Calculations

49 PROJECT: COOPERSTOWN BRIDGE REPLACEMENT PROJECT DESIGN BY: SGM DATE: 12/21/2006 DESRIPTION: OUTLET PROTECTION CHECKED BY: JLS DATE: 12/27/2006 CALCULATIONS OUTLET NO. ROUTE STATION OFFSET Q, Discharge PIPE DIA. (D o ) SLOPE V TAILWATER, ( > ) OR ( < ) 0.5*DIA. OUTLET PROTECTION PER VELOCITY OR WORST CASE BLANKET THICKNESS PER VELOCITY LENGTH OF RIPRAP (La) WIDTH OF RIPRAP (W) DEPTH OF FLOW IN CHANNEL AT OUTFALL= TAILWATER CHANNEL OUTFALL TO REMARKS (cfs) (in) (ft/ft) (ft/sec) (ft) (ft) (ft) A-0 SR ' LT < R-4 18 in SUGAR CREEK 18" CULVERT OUTLET TO ROCK APRON B-0 SR ' LT < R-4 18 in SUGAR CREEK 18" PIPE OUTLET TO ROCK APRON Outlet Condition: 1. TW < 0.5 D 2. TW > 0.5 D OUTLET PROTECTION VELOCITY RANGES ROCK BLANKET THICKNESS (ft) VELOCITY RANGES R-4* R-5* R-6 R-7 ROCK BASIN PER RC-70M 9.0 F.P.S F.P.S F.P.S F.P.S F.P.S. ROCK ENERGY DISSIPATOR PER RC-70M 19.0 F.P.S. * Use R-4 Rock Minimum at Pipe Outlets For Dia. < 30" * Use R-5 Rock Minimum at Pipe Outlets For Dia. > 30" Outlet Protection.xls 1/19/2007

50 Silt Barrier Fence Worksheets

51

52

53 APPENDIX D Drainage Areas

54