SOW.pdf

ROAD and WATERSHED RESTORATION

Combined ARRA Projects:

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American Recovery & Reinvestment Act Project

USDA Forest Service – Northern Research Station – Massabesic Experimental Forest

Scope of Work for Design-Build Services

I. General

A. Introduction

The Massabesic Experimental Forest requests engineering and construction services for the reconstruction of existing National Forest System Roads (NFSR) and Bridge described below.

The Design Builder (DB) shall provide all equipment, acquire required permits, supplies, personnel, supervision, materials, quality control, and incidentals for the complete survey, investigation, design, fabrication, and construction of the work described.

The DB shall perform all work in a safe and conscientious manner meeting OSHA requirements.

B. Description of Work

1. The project includes reconstruction of approximately 7.5 miles of road. The roads are single-lane collector roads with aggregate throughout the entire length.

The roads on the North half of the Massabesic Experimental Forest in York

County, Maine are Jellerson Road, FS 37 (1.5 miles), Chicken Farm Road, FS

31 (1.6 miles), and the CC Road, FS 30 (1.9 miles). The South half roads include Government Road, FS 23 (1.4 miles), and Ida Jim Road, FS 26 (1.1 miles).

The design and construction shall restore the roadway to the correct template, provide stability, improve drainage and replace aggregate surfacing. Road work shall include drainage excavation, removal and installation of culverts, removal and installation of gates, and removal and installation of earth berms.

2. The project includes the replacement of one road bridge at Cooks Brook on the

CC Road. This is a single-span treated timber bridge, with solid sawn timbers, nail laminated deck with concrete abutments. The design shall remove all existing structures and abutments, and replace with new structures suitable for the site. The design shall meet all requirements for Aquatic Organism Passage

(AOP).

3. The project includes three culverts to be designed for Aquatic Organism

Passage(AOP). The first crossing is replacing a 36” PE culvert on Chicken Farm

Road. The second crossing is a round 30” corrugated steel pipe further up

Chicken Farm Road. The third AOP crossing is removal of two 24” CSP on

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Jellerson Road and installing the proper AOP design. Beaver mitigation is also a concern. A low water ford is being considered at this site. See Exhibit B, Massabesic Hydrology Report for more information and detail.

4. The project includes approximately 32 cross drain culverts. These culverts are to be removed from government property and replaced with properly sized culverts. Some of the existing culverts are known to be undersized.

The culvert @ M.P. 1.0 on Chicken Farm Road is washed out.

5. There are 11 gates to be replaced / stored as directed by the Contracting

Officers Representative (COR). The new gates are to be installed at the following locations:

A. 2 on Ida Jim Road

B. 2 on Government Road

C. 1 on snowmobile trail on old Kennebunk Road Parcel

D. 3 on Jellerson Road

E. 2 on Chicken Farm Road

F. Remove earth berm on easterly side of Moose Point Road and install new gate.

6. Earth berms / boulders

• Remove gates ; add earth berms / boulders to 5 sites on Ida Jim Road

• Add earth berms / boulders to 3 sites on Government Road

• Add earth berms / boulders to 4 sites on Jellerson Road

• Add earth berms / boulders to 4 sites on CC’ Road

C. Location

The projects are located on the Massabesic Experimental Forest, York County, Maine.

See Exhibit A.

D. Pre-Bid Tour

A pre-bid tour is planned as shown below.

1. Location: Maine Department of Forestry, 2281 Alfred Road, Route 111, Lyman , Me.

2. Date & Time: December 7, 2009 10:00 AM

E. Utilities

The DB shall coordinate utility locations and shall preserve or replace any utilities.

There is no Government sanitation, water, electrical or housing services available. The

DB shall be responsible for temporary facilities

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F. Government Points of Contact

Contracting Officer (CO): Cassandra Carey, phone: 404-347-3975 fax: 404-347-3597 email: cncarey@fs.fed.us

Contracting Officer’s Representative (COR): Jacob Ormes, phone: (603) 528-8741 fax: (603) 528-8783 email: jormes@fs.fed.us

Project Manager: Jonathan Janelle phone: (603) 868-7628 cell : (603) 397-7963 email: jjanelle@fs.fed.us

G. Design packages shall be prepared by, or under the supervision of a professional engineer licensed by the state of Maine. The professional engineer shall affix their stamp and signature upon all approved final design package submittals.

H. Review Comments. The Forest Service will provide review comments at each submittal stage. The DB shall participate in a conference call or design review meeting with the

Forest Service Design Team to discuss and find resolution to comments to the satisfaction of the Forest Service. The DB shall annotate and provide a written response to each comment, documenting the agreed to resolution. Only the Forest Service can delete comments. Forest Service review will include the services of the Regional Office

Technical Services Team and additional resources as deemed necessary.

I. Meetings and Conference calls. The DB shall attend periodic meetings as identified in the submittal schedule or when requested by the Contracting Officer. The DB and representatives of any relevant subcontractors shall attend and participate. Meetings may be held at the Supervisor's Office, Contractor's office or other locations as agreed to by the Contracting Officer. Phone conversations and conference calls may be used when practical to discuss the project.

II. Pre-Design.

A. BRIDGE AND AOP SITE SURVEYS

The DB contractor shall perform a site surveys in sufficient detail to perform a hydraulic analysis of the effected river/stream reaches, and provide design and construction control throughout the project at road/stream crossings. The surveys shall

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provide all the required information needed for the required federal, state and local permits. The surveys shall provide for two feet contouring over the general sites and provide spot elevations at all key tie in points and site features. The surveys shall establish the current tree line, ditch line, roadway, road profile, shoulders, existing structures, catch points of slopes, etc. and extend a sufficient distance to cover all anticipated approach, embankment and stream work. Elevations shall be tied to established bench marks such as USGS monuments. Assumed elevations will not be permitted. Stream cross sectioning and profiles shall of sufficient detail and accuracy to allow accurate modeling of the entire stream reach utilizing HEC RAS. Chapters 3 and

5 of the HEC-RAS Hydraulic Reference Manual describes the required cross sectioning and data collection requirements.

The DB contractor shall establish a rectangular coordinate system to be used throughout the life of the project. Both vertical and horizontal control points shall be established and maintained on both sides of the crossing. Surveying shall be performed by experienced crews utilizing total station equipment and downloadable to software programs such as eagle point or Civil 3 D. The Forest service shall be provided a copy of the point files.

B. BRIDGE AND AOP HYDARUALIC ANALYSIS

The DB shall perform a detail hydraulic analysis using the latest version of the Corps of

Engineers HEC-RAS River Analysis System Software. The analysis shall follow the general guideline described in the Users manual and Hydraulic Reference manual. The

HEC-RAS project files shall be provided to the Forest Service along with the error identification reports. The output data shall be included in an appendix to the Design

Analysis and a narrative summary provided in the body of the report. The analysis shall demonstrate compliance with all regulatory requirements and other criteria provided herein.

C. BRIDGE GEOTECHNICAL REQUIREMENTS

The DB shall perform a geotechnical investigation in accordance with AASHTO R 13 -

99 and AASHTO, 1988 Manual on Subsurface Investigation at the bridge site. As a minimum, two soil borings shall be drilled to a depth of 10 feet beyond the anticipated depth of the bridge foundation. In addition to the reporting requirements in AASHTO

R 13-99, the report shall include recommendations on foundation type, bearing capacity, sizing criteria, subgrade reconstruction, base material, structural fill, cut and fill slopes, frost susceptibility and pavement thickness.

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D. ROADWAY WORK LOGS

The DB shall travel the roads listed for the project and create a task list of necessary work items for the restoration of the roadways to be consistent with the roadway criteria. The task list shall separated by Road Number and indicate Milepost, to nearest

0.01 miles, and work required at each site. Indicate in the work logs the locations of culverts to be replaced, locations of any new culverts, locations of turnouts, clearing limits and other general work items.

Upon approval of work logs, roadway reconstruction activities may be scheduled concurrent with structural design requirements.

III. Project Specific Design Criteria

A. BRIDGE OR MAJOR CULVERT

Design of bridges shall be in accordance with Forest Service Transportation Structures

Handbook #FSH7709.56b, AASHTO’s LRFD Bridge Design Specifications, and the following criteria as required.

1. Bridges shall be designed for simple-span, with spill-thru channel configuration, on concrete grade beam or stem-wall abutments.

2. Bridge length shall accommodate the natural channel and streamside widths.

3. Vertical clearance above 100-year flood stage.

4. Desired Characteristics:

• Structures shall have rustic appearance, with aesthetics suitable to the surroundings.

• Preferred material is treated timber if cost effective.

• Minimum maintenance and easy repair of components.

5. Horizontal Alignment shall provide smooth transition to roadway approaches, with minimum skew to the stream.

6. Vertical alignment shall provide for positive drainage away from bridge deck, and smoothly transition to roadway grades.

7. Deck drainage shall not be impeded by railing or other bridge appurtenance.

8. Object markers, Type 3 Black and Yellow, shall be installed at each bridge

Corner (Government provided and contractor installed).

Table 1 – Structure Design Criteria

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Design Element Design Criteria

Design Loadings Per AASHTO

Design Vehicle HL 93

Bridge Width 14’ Clear

Deck Width Accommodate Clear

Width and Railing

Railing Crash-Tested – TL1

Wearing Surface Timber Planks

Approach Rail N/A

Object Markers Type 3, Black and

Yellow, 12”x36”

Hydrology 100-year Storm

Skew 0-degree

Deck Grade 0%

2% Max. where approved

B. AQUATIC PASSAGE CRITERIA.

Live-stream crossings, including bridges, shall accommodate the passage of aquatic organisms and shall be designed by personnel with experience in aquatic passage criteria.

1. Hydraulic capacity, including streambed simulation, shall be suitable for design-life storm, with clearance for debris passage.

2. Flow velocities through the structure shall be suitable for organism passage.

3. Span a minimum of 1.2 times the channel bankfull width.

4. Streambed slope through the structure shall match the average up- and downstream stream gradient.

5. Channel skew shall match the stream alignment.

6. Streambed through the structure shall be reconstructed with natural streambed material to simulate the stream bottom.

7. Construction shall not occur within the wetted perimeter of live streams during the months of October through April annually.

C. ROADWAY REQUIREMENTS

1. Roadway design shall be in accordance with Forest Service Preconstruction

Handbook #FSH7709.56, AASHTO’s Guidelines for Geometric Design of Very

Low-Volume Local Roads, and the following as required.

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2. Alignment shall smoothly fit the natural topography, matching the existing general alignment.

3. The existing template shall be incorporated into the reconstruction where practical.

4. Existing turnouts shall be reconstructed; or new turnouts designed and constructed at approximately 1,000-foot intervals. Turnouts should meet the following:

• 10-foot additional top width.

• 50-foot long.

• 50-foot tapers each side.

5. Surfacing shall be up to 6” of compacted aggregate. Aggregate shall meet the

State Department of Transportation specifications for similar types of construction.

6. A traffic control plan shall be prepared by the DB, with detour and signing conforming to the Manual of Uniform Traffic Control Devices (MUTCD).

• Closure of all roads will be allowed during construction.

• Reflect in the traffic control plan closure locations and schedule.

7. Asphalt aprons are required where the CC Road and Jellerson Road meet Route

5. Place approximately ten tons at each intersection, shaped to fit approximately

50’wide x 10’long with curve radii to match highway.

8. Signs will be government provided and are to be installed by Contractor. Signs include gate signs and bridge signs.

Table 2 – Road Deisgn Criteria

Design Speed 15 MPH

Lanes Single Lane w

/turnouts Template Crown 3-4% Shoulder 1’ L & R

Top Width 14’ total Surfacing Crushed Aggregate

Min. Horiz. Radius, R 100’ Vertical Grades 2% min. – 8% max.

Critical Vehicle Tractor Trailer

Ditch 3 to 1, CIM-2423-04R-NRS-0922-01

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1’ depth Clearing Limits 5’ from shoulder

Construction Slopes Fill- 2 to 1

Cut- 1.5 to 1

D. ROADWAY DRAINAGE

1. Design and construction shall account for optimum roadway drainage opportunities.

2. Drainage features shall flow through filter-zones prior to entering streams.

3. Culverts shall be of new materials and installed for proper drainage.

4. Structural capacity for HS-25 loading.

5. Culverts shall be sized to accommodate sediment and woody-debris transport, minimum 18” equivalent diameter.

6. Provide adequate drainage for OHV intersections.

7. Multiple vernal pools are located within the road system which require shoulder reinforcement and silt fence protection.

IV. General Project Requirements

A. WEB/FTP SITE ACCESS

The DB shall create and maintain a web and/or FTP site where electronic copies of drawings, specifications, design analysis, project schedule, cost estimates, and other projects documents are stored and available for viewing and downloading by authorized

Forest Service representatives. The Forest Service shall be provided access for post drawings and other documents on the site. This does not relief the DB from providing the required hardcopy documents specified in this task order. The DB is responsible for developing a site, which is compatible with the Forest Service computer network system. The Government anticipates the FTP site and electronic communications such as “Net Meeting”, “SameTime”, etc. will be utilized by the DB to communicate ideas and concepts between formal review stages.

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B. DESIGN ANALYSIS

The design analysis shall be a bound assembly, in one or more volumes of functional and engineering criteria and design information. The design analysis submitted for review shall include all information, narrative descriptions, catalog cuts, product information, project scope, confirmation notices, computations and all previously made review comments with the DB's annotations as necessary to support and describe the design developed. It shall be in such detail as to permit complete understanding of the project design. When brand names or equal are used to specify a product the design analysis shall contain catalog cuts and other information in sufficient detail to clearly identify the product and its saline characteristics. When products are specified by standards and not by name, the design analysis shall identify at least two sources of products meeting the listed standards. The design analysis shall be prepared to present the data in an organized manner for:

1. Review, approval, and record purposes,

2. Use in adapting designs to other sites,

3. Future reevaluation and modification of construction.

4. Review and acceptance of submittals.

Design Calculations. Calculations shall be computed and checked by separate individuals. The names or initials of these individuals will be indicated on the page or insert carrying the calculations. Presentation will be clear and legible with a tabulation showing all design loads and conditions. The source of loading conditions, formulas, and references will be identified. Assumptions and conclusions will be explained and cross-referencing will be clear. Load paths shall be clearly indicated and structural member identification shall coincide with the identification tagging used in the project drawings. Lengthy or complex analysis shall be presented in a clear and understandable format, such as with MathCAD or similar computer program

Use of Computer Programs. When computer programs are used, the design analysis should include a complete listing of the input and output data, and calculations necessary for preparation of the input data. Input should be annotated to facilitate a reviewer's verification of data. Computer output should be in a format that identifies results by proper column headings and line identification keyed to a sketch of the structure if necessary. Voluminous output data may be included in a separate volume or, output presentation may be limited to key sections or to typical results when output is repetitive. Results should be verified by a "ball park" hand analysis. The required level of verification is dependent on such factors as complexity of analysis, importance of results and level of confidence in the program. Approved computer programs will be those commonly used programs judged to be reliable and thoroughly debugged. For

Hydraulic Analysis the Corps of Engineers HEC-RAS program is an approved program. When non-approved programs are used, the design analysis must include a

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description of the theories, assumptions and design methods employed, sufficient to verify validity of the program.

Other Data. Codes, manuals, special investigations and reports are to be considered and used as applicable. The Geotech and similar investigative reports shall be included as appendices to the design Analysis.

C. DRAWINGS

All drawings shall be prepared in AutoCAD release 2009 version or newer in a Tabloid size format (11”x17”). Drawing format and style shall be fully compatible with the Forest

Service computer and software systems. The DB is responsible for resolving compatibility issues. Generally, font size less then 3/32” will not be accepted without prior approval. A drawing scale bar shall be provided on each sheet, for each of the different scales represented on that sheet.

Plans shall indicate design standards or limitations stated by the Design Engineer, such as but not limited to, Roadway Criteria, Structural Criteria, Timber Grades, Steel

Grades, Concrete Strength, etc

At each of the intermediate submission stages, the drawings shall be provided in hardcopy and electronic as required in the Submittal/Delivery schedule. If the contractor is required to maintain an FTP site then copies of all documents shall be posted in PDF format.

Hardcopy drawings shall be provided in Tabloid size format unless otherwise requested.

When requested, drawings shall be made available in AutoCAD, DWG format. As mentioned above, care shall be taken to insure DWG drawings are compatible with the

Forest Service computer system and plotters.

The Final project Drawings shall be provided in both hardcopy and electronic.

Hardcopies shall be provided on one set of 4 mil double matted polyester film (“Mylar”) and two sets of reproduced paper copies. Each sheet of the polyester film hardcopy shall be stamped and signed by a engineer registered in the State where the work will be performed.

The Final drawings shall include a cover sheet, provided by the governemnt, to include the signature review of the Regional Director of Engineering.

The electronic copies shall be provided in both PDF and DWG formats. The PDF formatted drawings shall bear the name and electronic signature of the sheet’s designer, along with a certification the designer is registered to practice within the State where the work will be performed. The DB shall scan final drawings with Forest Service signatures into PDF format. The PDF drawings shall be provided on a CD-RW. Drawings shall be grouped together into file sizes of approximately 4 - 5 Megabytes (“MB”) each. The

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drawings shall be placed in a folder labeled “Drawings” and the specifications placed in another folder labeled “Specifications”.

The DWG drawings shall be provided on a separate CD along with the specifications in

Microsoft word format for internal Forest Services use.

D. SPECIFICATIONS

Specifications shall be prepared utilizing the Federal Highway Administrations FP-03

(U.S. Customary Units) Titled, Standard Specifcations for Construction of Roads and

Bridges on Federal Highway Projects. The FP03 specifcation book is available for download at :http://www.wfl.fhwa.dot.gov/design/specs/fp03.htm.

The Forest Service has a series of supplemental specifications which are used to modify the FP-03 Specifications to better fit Forest Service type projects. The Forest Service will provide these to the DB in Microsoft Word Format. The DB contractor shall develop any additional supplemental specifications required.

When “Brand Name or Equal” is used as a method of specifying a product, equipment, or material, it shall be done in accordance with FAR 52.211-6 Brand Name or Equal. Where a list of acceptable vendors is provided, the list shall be reduced to the top 3 or 4 vendors and always allow for an “or equal” to be submitted and considered. When a specific product name or vendor is provided, the DB shall validate the product, material, supply, or equipment complies with the Buy American Act as defined in FAR 25.200.

The Specifications shall require the contractor to hire a qualified firm to perform all

Testing and Sampling. In general, a qualified firm is one that has been approved by the local State Department of Transportation for the type of testing or sampling being performed.

The Specifications shall be posted on the DB’s FTP Site at each design submittal phase when required elsewhere, and provided in hardcopy in accordance with the submittal schedule.

Final Project Specifications shall be provided in hardcopy, and electronically in

MicrosoftWord and PDF formats. The PDF format shall have the specifications grouped into files size of approximately 4-5 MB’s. Each page of the PDF specifications shall be sequentially numbered (i.e. 1 of 512, or 320 of 512 etc.).

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E. DESIGN PHASES

1. 35% Design Submittal.

a. The 35% design submission. The 35% Design shall be fully developed to adequately define the structure, substructure, preliminary road alignment & approaches, abutments, and water diversion and control methods. Proposed materials for major components shall be indicated.

b. The preliminary design (35% complete) submission shall consist of:

-Preliminary Drawings

• Coversheet (Format will be provided by FS)

• Plan and profile (structure and roadway)

• Traffic Control Plan

• Boring logs

• Plan and typical elevation of the structure

• Typical section through the structure

• Soil erosion control & water diversion plan

• Typical Abutment detail

• Typical guardrail detail

• Typical road section.

-Draft Supplemental Specifications

-Design Analysis. Design calculations, shall be consistent with the level of design development. As a minimum the hydraulic analysis shall have been completed and demonstrate compliance with aquatic passage and regulatory requirements. The hydraulic analysis shall include scour. The structure, foundation, alignment of the structure, road, and approaches shall be based on sufficiently analysis and design development to verify the validity and feasibility of the proposed structure.

2. Advance Final Design (95%):

a. General: The advanced final design shall represent a product which is nearly complete with only the omission of a few minor details/items. All previous review comments shall have been incorporated into the design.

b. The advance final design submission shall consist of:

- 95% Drawings

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• Coversheet (Format will be provided by FS)

• Schedule of items, material list, general and technical notes

• Plan and profile (structure and roadway)

• Traffic Control Plan

• Boring logs

• Detail plan and elevations of the structure

• Longitudinal and cross sections through the structure at all key points

• Soil erosion control & water diversion plan, including all BMP details.

• Slope and Ditch stabilization, including rip rap details

• Abutment & wing wall details and sections

• Guardrail and railing details including ends and transitions

• All cross sections

• All other drawing required to fully depict the work.

- Specifications

- Design Analysis. Design calculations, shall be consistent with the level of design development. The structure, foundation, alignment of the structure, road, and approaches shall be based on a fully developed design for all components of the project. The hydraulic analysis shall be expanded to include ditches, and all other drainage features, and any temporary water control structures. The design analysis shall document compliance with all applicable codes, standards, and other criteria provided by the Forest Service.

- Completed Local, State and Federal permit Applications

- Submittal Log for all submittals, required by the specifications and/or plans.

- Qualification statements for the DB contractors testing and sampling Firm. Utilize an SF330 or other government approved form. The firm shall be subject to government approval.

3. Final Design (100%)

a. General: Accomplish the final detail design of the project complete with all component parts and appurtenances. The final designs shall be based upon the project criteria and approved 35%-95% designs, and permit conditions.

b. The Final Design shall consist of complete drawings (all previous review comments incorporated), complete specifications (all editing completed) complete design analysis, and any other documents required for the advanced final review which were revised. Submission shall be made in accordance with the submittal schedule.

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V. Construction Requirements

A. Construction shall be in accordance with FP-03 and applicable Supplemental

Specifications, Forest Service approved drawings, and all regulatory permit requirements

B. Pre Construction meeting. Prior to the start of any on site construction activities, the DB contractor shall hold a preconstruction meeting near the vicinity of the project. The meeting schedule and location shall be coordinated and approved by the government.

As a minimum the DB contractor shall come prepared to discuss the following items:

• Identify the full time construction superintendent.

• Safety officer and general safety provisions

• Identification of the DB’s testing and sampling firm

• Review of Regulatory permits

• Review of the Construction schedule

• Review of the submittal log

• Construction staging

• Traffic control

• Review of key items in the plans and specifications.

• Erosion control methodologies.

• Other items identified by the government prior to the meeting

C. Progress Meetings. Throughout the course of the Project the BD contractor shall hold progress meetings at least every two weeks unless more frequent meeting are required by the Contracting Officer. A progress meeting shall be required before submission of any invoice for payment of construction costs. As a minimum, the following items shall be discussed:

• Review of the project schedule

• Review of the submittal log and submittals in general.

• Review of the upcoming work

• Discussion of upcoming progress payment

• Other items as identified by the Contracting Officer

D. Design-Builder shall furnish and install “American Recovery and Reinvestment Act”

Project Funding Source Sign Assembly prior to commencing construction. See sign details, required sign sizes are highlighted.

E. No payment will be made for any construction work for which submittals have not been reviewed and approved by the government.

F. DB shall be responsible for construction control, including establishing and maintaining temporary benchmarks, construction surveying and staking.

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G. No work or ground disturbing activities shall proceed until the DB contractor is in receipt of all required permits.

H. As-Built drawings shall be retained onsite during construction and updated as necessary to reflect changes in conditions or work. Mark such changes in red on the drawings.

Submit one set of approved as-built drawings to the Government upon completion of work.

I. The Government will inspect the work at anytime and may reject any work or material found not in compliance with the contract requirements.

J. Construction shall begin after approval of fabrication submittals and shall proceed diligently until completion.

K. The DB shall be responsible for quality control of all phases of the Contract, including necessary supervision, sampling, testing and reporting.

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SUBMITTAL SCHEDULE

SUBMITTAL NUMBER OF COPIES REVIEW AND APPROVAL DUE DATE

SITE SURVEY

• Point File

• DWG drawing file

• Roadway Work Logs

2 – CDs or E-mailed electronic file

Government review and approval required. 7 day review period required.

04/01/2010

GEOTECH REPORT

• Report

• Boring Logs

2 Hardcopies & 2 CD’s or E-mailed electronic copy

Government review and approval required. 7 day review period required

06/01/2010

Hydraulic Analysis

• HEC-RAS Reports

• HEC-RAS data files

2 CD’s or e mailed electronic Copy

Government review and approval required. 7 day review period required

07/01/2010

35% Design Submission

• Drawings

• Design Analysis

• Specifications

4 hard copies Electronic copy (emailed or 2 CD copies) All documents pdf format

Government review and approval required. 21 day review period required On Site Review Meeting required after review.

07/01/2010

95% Design Submission

• Drawings

• Specifications

• Design Analysis

• Permit Applications

• Submittal Log

• Test & Sampling forms QA

4 hardcopies.

Electronic Copy ( e mailed or 2 CD Copies)

Government review and approval required. 21 day review period required.

Review conference Call required

08/01/2010

100% Design Submission

• Drawings

• Specs

Drawing and Specs per requirements in section IV. C and D and 2 Sets

Government review and acceptance of the Design

11/01/2010

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• Revised design Analysis

• Revised Submittal Log of hardcopies.

Construction Schedule

• May phase road work during structure design

Electronic Copy or 3 hardcopies

Government review and comment

04/01/2011

Pre Construction Meeting

• Meeting Minutes Electronic Copy or 3 hardcopies

Government review and comment

Progress Meetings

• Meeting Minutes Electronic Copy or 3 hardcopies

Government review and comment

Ongoing Through Construction

Construction Submittals

• As detailed on the submittal log and/or Plans and Specifications

3 hardcopies for each submittal

Government review and approval required. 10 day review period required

Ongoing Through Construction

Prefinal Inspection

• Schedule Request

• Punch List

3 Hardcopies of the punch list and electronic copy of the schedule.

Government must concur with the punch list.

Schedule must be approved by government

Near End of Project

Final Inspection

• Schedule Request

• Completed Punch list

• Final As-Built Plans

3 hardcopies of the original punch list which indicates date each items was addressed.

Electronic copy of schedule request

Government will validate completion of punch list items.

Schedule must be approved by the government.

09/15/2011

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EXHIBIT A

Site Maps

All Directions start at the Rt. 4 & 111 intersections in Alfred Maine.

Northern Unit: Proceed North on Rt. 4 to the Rt. 202 intersection turning right at the lights heading west. Jellerson Rd (FS 37) is located on the right hand side of the road from the intersection. To reach the CC’rd (FS 30) proceed 1.4 miles past Jellerson Rd to

Rt. 5. CC’Rd is the first dirt road from the intersection.

Southern Unit: Take Rt. 4 South to New Dam Rd. Approximately 2.4 miles. Head west on New Dam Rd for 2.5 mile to Goodwins Bridge Rd located on the northerly side of the road. Follow Goodwins Bridge Rd. eventually bearing east to Whitcher Mills Rd approximately .5 miles from the intersection. Both the Ida Jim (FS 26) and Government

Roads (FS 23) are located on the westerly side of Whicher mills Rd.

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EXHIBIT B

Hydrology Report

A field review of stream crossing sites on the Chicken Farm and Jellerson roads on the

Massabesic Experimental Forest near Waterboro, Maine was made during an intermittent rain on Friday June 12, 2009 in preparation for possible road reconstruction. In attendance were Mariko Yamasaki, Jon Janelle, Gordon Stuart, Dave Welsch, and James

Airey. Dave Welsch and Roger Monthey made a subsequent visit on June 18, 2009, sunny Wednesday, to record elevations.

Chicken Farm Road Crossing #2 The stream is approximately 6 feet wide at bankfull with a very low gradient. The floodplain is approximately 170 feet wide at the crossing. The soil material underlying the stream and floodplain appears soft and may be at least partially composed of marine clay.

The crossing structure is a round 30 inch corrugated culvert. The bottom of the culvert is set 7 feet below the road surface on the inlet end and 8.3 feet below the road surface on the outlet end. The inlet elevation is 1.3 feet above the outlet end.

The road is a single lane, low speed, intermittent use gravel road. It receives low maintenance, has some usage by the local public in spite of being gated and shows shallow wheel ruts.

The road approach from the NW slopes toward the crossing on 6 % down grade for 250 feet, the last 70 feet of which is on fill and 5.4 feet above the flood plain on both sides of the road at the crossing.

The road approach from the SE slopes toward the crossing on 6 % down grade for 220 feet, the last 100 feet of which is on fill and 5.4 feet above the flood plain on both sides of the road

Considerations:

Use a closed bottom “D” culvert set below the grade of the streambed to encourage the reestablishment of natural stream bottom material within the culvert. Size the culvert to

1.3 times the bankfull width at the bankfull elevation to facilitate fish and macro invertebrate passage.

Stop the road ditches before entering the filled approaches in the floodplain. Utilize broad based dips on the approaches to disperse any road surface water onto the forest floor well back from the crossing structure.

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Chicken Farm Road Crossing #1 The stream varies in width from 6 to 17 feet wide at bankfull with a very low gradient.

The floodplain is approximately 115 feet wide at the crossing. The soil material underlying the stream and floodplain appears soft and may be at least partially composed of marine clay.

The crossing structure is a round 36 inch corrugated culvert. The bottom of the culvert is set 6.5 feet below the road surface on the inlet end and 7.8 feet below the road surface on the outlet end. The inlet elevation is 1.3 feet above the outlet end. There is an outlet drop of 1.4 feet below the outlet end of the culvert to the surface of the stream. Scour depth is

3.4 feet below the culvert bottom at 3 feet downstream from the culvert end.

The road approach from the NW slopes toward the crossing on 4 % down grade for 200 feet and then continues on a 2 % upgrade for an additional 50 feet to the culvert crossing.

The last 80 feet of the approach is on fill 5.4 feet above the flood plain on the upstream side and 6.6 feet above the flood plain on the downstream side of the road at the crossing.

The road approach from the SE slopes toward the crossing on 5 % down grade for 160 feet, the last 35 feet of which is on fill 5.4 feet above the flood plain on the upstream side and 6.6 feet above the flood plain on the downstream side of the road at the crossing.

Considerations:

Use a closed bottom “D” culvert set to encourage the reestablishment of natural stream bottom material within the culvert. Size the culvert to 1.3 times the bankfull width at the bankfull elevation to facilitate fish and macro invertebrate passage.

Consider the potential for down cutting and release of material from the upstream side of the road when setting the culvert bottom elevation.

Stop the road ditches before entering the filled approaches in the floodplain. The opportunity exists to utilize broad based dips on the approaches to disperse any road surface water onto the forest floor well back from the crossing structure.

Jellerson Road Crossing The stream varies in width draining a large (40 acres plus ) wetland and kettle hole

Tarwater Pond, but is about 5 to 10 feet wide at the crossing when bankfull. The floodplain is approximately 345 feet wide at the crossing.

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The crossing structure consists of two round 24 inch corrugated culverts about 2 feet apart. The bottom of the culvert is set 2.8 feet below the road surface on the inlet end and

3.2 feet below the road surface on the outlet end. The inlet elevation is 0.4 feet above the outlet end.

The stream bottom is 2.4 feet below the culvert bottom on the inlet end and 1.2 feet below the culvert at the outlet end. Flood plain averages 1.2 feet below the road surface on the upstream side and 2.3 feet below the road surface on the downstream side.

shallow wheel ruts. There are several disturbed turtle nests on the road surface at the crossing site.

The road approach from the NW slopes toward the crossing on 5 % down grade for 240 feet and then continues on a 4 % upgrade for an additional 60 feet to the culvert crossing.

The last 225 feet of the approach is on fill 0.8 feet above the flood plain on the upstream side and 1.7 feet above the flood plain on the downstream side of the road at the crossing.

The road approach from the SE slopes toward the crossing on 2 % down grade for 355 feet and then continues on a 2 % upgrade for an additional 45 feet to the culvert crossing.

The last 120 feet of the approach is on fill 1.6 feet above the flood plain on the upstream side and 2.9 feet above the flood plain on the downstream side of the road at the crossing.

Consider replacing the two culverts with one structure with a larger cross sectional area to accommodate larger flow volumes occuring during periods of high flow.

Note also the potential to change the upstream water level at low flow and the possible impacts to vegetation, wildlife and the Tarwater Pond ecosystem when determining the bottom elevation of the crossing structure opening

Consider incorporating an emergency spillway or armored low section in the road to protect the integrity of the road fill and crossing structure during flood flows

Cooks Brook Bridge Cooks Brook averages 11 feet in width at bankfull with a very low gradient. The floodplain is approximately 190 feet wide at the crossing. The road is constructed on what may have been a log crib dam for at least some part of its length across the flood plain. It backs up water and increases flow velocity under the bridge at high flows

The current crossing structure is timber bridge constructed on older stone block abutments built by the Civilian Conservation Corps and later reinforced at their base with

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poured concrete for 6 feet of their 8 foot height. The opening between the abutments is

16 feet wide at the bankfull elevation. The stream bottom under the bridge is 1.8 feet below the bottom of the poured concrete reinforcement. Bankfull elevation is 1.2 feet above the bottom of the concrete reinforcement.

Bank scour is taking place at the upstream end of the Southwest abutment where the channel turns approximately 45 degrees to flow under the bridge. The Northeast abutment is being undercut at the upstream end as the flow is turned back across the channel from the bank scour area mentioned above.

The road approach from the NW slopes toward the crossing on 1 % down grade for 40 feet and then continues on a 2 % upgrade for an additional 200 feet to the bridge crossing.

The last 140 feet of the approach is on fill 8.8 feet above the flood at the crossing. The road surface is 8.8 feet above the flood plain at a distance of 90 feet back from the bridge.

The road approach from the SE slopes toward the crossing on 7 % down grade for 90 feet and then continues on a 3 % downgrade for an additional 200 feet to the bridge crossing.

The last 50 feet of which is on fill 8.8 feet above the flood plain at the crossing. There is a very well constructed ditch turnout on the upstream side of the approach 155 feet back from the crossing.

Determine the stability of the current abutments prior to further planning.

Consider armoring the bank at the upstream ends of the abutments if they are to continue to be used.

Consider the use of a “D” shaped overflow culvert set at flood plain elevation in the northwest approach 90 feet from the bridge to help accommodate high flows.

Stop the road ditches before entering the filled approaches in the floodplain.

Consider the use of broad based dips on the approaches to disperse any road surface water onto the forest floor well back from the crossing structure.

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EXHIBIT C

Project Typical Drawings

- ALL DRAWINGS NOT TO SCALE

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