A06_Pond_12_13_Genoa15-FS1-001_SPECS.pdf

Page J - 1

PART III, SECTION J

LIST OF DOCUMENTS, EXHIBITS, AND OTHER ATTACHMENTS

INDEX

TECHNICAL PROVISIONS/SPECIFICATIONS

DIVISION 1 - GENERAL REQUIREMENTS

SECTION 01100 SUMMARY OF THE WORK

SECTION 01310 PROJECT COORDINATION

SECTION 01330 SUBMITTALS

SECTION 01420 DEFINITIONS AND STANDARDS

SECTION 01770 PROJECT CLOSEOUT

DIVISION 2 - SITE WORK

SECTION 02000 STRUCTURE REMOVALS

SECTION 02110 EROSION CONTROL

SECTION 02130 BORROW PITS

SECTION 02170 COFFERDAM

SECTION 02200 EARTHWORK

SECTION 02210 EARTHWORK - ALTERNATE BID ITEM 1

SECTION 02224 AGGREGATE BASE COURSE

SECTION 02230 GRAVEL – POND 13

SECTION 02272 POLYPROPYLENE GEOGRID

SECTION 02360 STEEL SHELL PILING

SECTION 02930 SEEDING

DIVISION 3 – CONCRETE

SECTION 03210 REINFORCING STEEL

SECTION 03300 CONCRETE

DIVISION 4 - NOT USED

DIVISION 5 – METALS

SECTION 05120 MISCELLANEOUS METALS

SECTION 15100 GATES

DIVISION 6-16 (NOT USED)

ATTACHMENTS

SUBMITTAL REGISTER

PRE-CONSTRUCTION SAFETY CHECKLIST

DRAWINGS

Drawing Number Description Sheet

3R-WI-126-551 Cover Sheet / Location Map / Index 1 of 12

3R-WI-126-552 Existing Site Plan/ Kettle Removals 2 of 12

3R-WI-126-553 Existing Kettle Reinforcement Details 3 of 12 3R-WI-126-554 Kettle Plan and Sections 4 of 12

3R-WI-126-555 Kettle Sections 5 of 12

3R-WI-126-556 Kettle Structure Base Details 6 of 12

3R-WI-126-557 Kettle Reinforcement Plan and Sections 7 of 12

3R-WI-126-558 Kettle Reinforcement Sections 8 of 12

3R-WI-126-559 Kettle Reinforcement Grating Details 9 of 12

3R-WI-126-560 Handrail/Screen/Canal Gate Details 10 of 12

3R-WI-126-561 Miscellaneous Details 11 of 12

3R-WI-126-562 Pond 13 Rehabilitation (Alt. Bid Item 1) 12 of 12

DIVISION 1 SECTION 01100

GENERAL REQUIREMENTS SUMMARY OF THE WORK

01010-1

A. General

1. All applicable Sections of the Federal Acquisition Regulations (FAR) and Division 1 apply to each Section of this Technical Specification (Division 2 through 16).

2. Payment for work done under this contract shall be made in accordance with the lump sum and unit price bid therefore in the Bidding Schedule, and in accordance with subsequent addenda, Change Orders, and/or Extra Work Orders.

B. Work Under This Contract

1. The work in this contract is listed below. Measurement and payment shall include but not be limited to furnishing materials, labor, and equipment for work defined below.

Base Bid

Item 1 - Pond 12 Kettle Structure. Payment for work under this item includes mobilization and demobilization, cofferdam construction, site excavation, removal of existing structure, installation of steel shell piling, placement of foundation gravel and geogrid, concrete placement, connecting supply piping, backfilling and compacting of embankments, installing gate valves, handrails, and grating, miscellaneous metal work, adding and regrading pond gravel around structure to drain to new kettle entrance, restoring road gravel, and seeding.

Item 2 - Pond 13 Kettle Structure. Payment for work under this item includes cofferdam construction, site excavation, removal of existing structure, installation of steel shell piling, placement of foundation gravel, geogrid and reinforced concrete, connecting supply piping, backfilling and compacting of embankments, installing gate valves, handrails, and grating, miscellaneous metal work, adding and regrading pond

01010-2 gravel to drain to new kettle entrance, restoring road gravel, and seeding.

Alternate Bid Item 1

Pond 13 Rehabilitation - Work includes dewatering, excavation of approximately 4,987 cubic yards of pond bottom spoil material, re-grading approximately 107,730 square feet of fish rearing pond bottom, placement of a plastic geo-grid layer, placement, compaction, and leveling of gravel 18" deep, and removal and trucking of excess spoil material to off-site locations. The 4,987 cubic yards of material being removed shall be placed in a spoil site location approximately 11 miles away.

Location And Inspection Of Site

1. The site of the work is located at the Genoa National

Fish Hatchery near Genoa, Wisconsin. The mailing address is shown on the Solicitation, Offer, and Award (Standard Form 1442) as attached to this Invitation. The Station Manager may be contacted for further information at the above referenced address or by telephone at (608) 689- 2605.

2. The contractor, subcontractors, and related persons are encouraged to visit the site of the proposed work and to assess the location and extent of the work prior to submitting a proposal. Persons may inspect the work site by contacting the Station Manager.

D. Contract Drawings

1. All information depicted on the contract drawings is based on original "as built" drawings currently on file with the U. S. Fish and Wildlife Service. The Government does not guarantee their accuracy, completeness, or suitability for the intended use and assumes no responsibility for damages resulting from errors and/or omissions in these drawings. All prospective bidders are

01010-3 encouraged to visit the actual sites of the work. The Contractor shall be responsible for determining the location(s) of all affected utilities and structures, and for governing all construction operations in such a manner to avoid damaging existing utilities and structures whenever possible. The Contractor shall be responsible for all damages resulting from construction operations.

2. Drawing Index - Refer to Part III, Section J for index of drawings.

E. Work Not Included In This Contract

Items Not in Contract:

1. All items indicated "N.I.C." on drawings or specifications are items not included in this contract.

2. Work in place and not included as part of this contract is generally shown as "Existing" on the Contract Drawings.

3. Work to be performed under other contracts and not included as part of this contract is generally shown as "By Others" on the Contract Drawings.

F. Items Provided By The Government

1. Work to be accomplished by the Government or manufactured items to be provided by the Government are generally shown as "By Government" on the Contract Drawings.

a. Unless specifically provided herein, no materials or equipment shall be furnished by the Government under this Contract.

G. Site Access and Right of Way

1. The construction access limits on Government property will be established by the Government and the Contractor

01010-4 shall be responsible for complying with these limits and governing all work accordingly. All temporary access roads shall be removed following work completion unless directed otherwise by the Contracting Officer.

2. The Contractor shall be responsible for complying with all applicable regulations pertaining to roads, bridges and related items in the project vicinity, as directed by the public agency having jurisdiction. Requirements for maintenance of traffic in a safe manner such as signs, barricades, lights, watchmen, etc., shall be met as required. Load limits and other restrictions shall be obeyed. All bidders are reminded that they are responsible for contacting the local entity such as township, county, state, etc., having jurisdiction in the project vicinity to insure bidders are aware of any requirements of the local entity. These requirements are between the entity and the bidder. If the Contractor proposes to cross private property he shall obtain permission from the owner to use private property or roads in the conduct of the work.

3. Work on Saturdays, Sundays, Federal Holidays or at night may be performed only with the prior consent of the Contracting Officer.

H. Site Maintenance - Refer to FAR 52.236-12, Cleaning Up

1. Keep work areas free of accumulation of surplus materials and rubbish resulting from all operations.

a. Remove all rubbish from premises.

b. No burning of rubbish on premises will be allowed.

2. Remove rubbish weekly and additionally as required by the

Contracting Officer. Keep work areas free at all times of unattended combustible rubbish.

Disposal shall be in a legally constituted disposal area.

01010-5

3. Remove all tools, equipment, and temporary facilities immediately when no longer required for execution of the work.

(END OF SECTION 01100)

DIVISION 1 SECTION 01310

GENERAL REQUIREMENTS PROJECT COORDINATION

01310-1

A. Jobsite Administration - Superintendence, Subcontract administration and Quality Control, is the responsibility of the Contractor.

1. Final decisions relative to items in conflict shall be made by the Contracting Officer.

2. The Government shall have the authority to temporarily suspend the work for such time as necessary because of the failure on the part of the Contractor to perform any of the provisions of the contract, and no extension of contract performance time will be allowed for such suspensions. Resumption of work will not be permitted until the Government determines that the defi-ciencies in performance, which caused the temporary suspension, have been corrected.

3. The Contractor shall notify the Engineer at least ten

(10) days prior to the anticipated date of completion of all work specified herein. Upon completion of the work, the Engineer shall proceed with the final inspection which shall be completed as promptly as practicable.

The time required for such inspection and for performing any corrective work shall be included in the contract performance time.

B. Modification/Change Order procedures

1. In the event of the need for a change order, the Contractor will receive a letter requesting a price quote for proposed changes to the contract.

2. For evaluation purposes, the Contractor's quote shall be broken down to show the costs of labor and materials for each proposed category of work included with the change, along with the total cost for Contractor's overhead, profit, and bond for the proposed changes.

3. All contract time extensions required as a result of a proposed change must be justified and supported in detail at the time of the proposal.

DIVISION 1 SECTION 01310

GENERAL REQUIREMENTS PROJECT COORDINATION

01310-2

C. Preconstruction Conference

1. Soon after award of the Contract and prior to commencing construction, the Contractor and any subcontractors shall attend a preconstruction conference with representatives of the Government. Timely notification of the meeting will be given to the Contractor. Time, date, and place of the conference will be determined by the Contracting Officer. Requirements pertaining to con-tract administration, construction operations and the project schedule will be discussed. The project schedule shall be in accordance with Section 01330.

2. The Preconstruction Safety Checklist must be submitted for review and completion during the Preconstruction Conference.

D. Progress Meetings

1. Periodic general project meetings will be conducted with a representative of the Contractor at the project site or by telephone by the Government's representative for the purpose of coordinating, expediting, and assessing the work progress.

2. The Contractor shall provide reports of progress on the project, discuss the work schedule for the coming period, and present all conflicts, discrepancies or other difficulties for resolution. A record of discussions and decisions will be prepared by the Government and distributed to those attending and others affected.

(END OF SECTION 01310)

DIVISION 1 SECTION 01330

GENERAL REQUIREMENTS SUBMITTALS

01330-1

A. General Refer to submittal register or technical specifications for all submittals required.

When specifically requested by the Government representative, the Contractor shall provide copies of manufacturer's literature containing detailed specifications and performance data or shop drawings fully describing the items and written installation instructions and/or recommendations for review and approval prior to accomplishing equipment installation.

B. Submittal Register:

1. A submittal register, listing all items requiring submittals under this solicitation, is provided as an attachment to this document. The Contractor shall provide all required submittals to the Engineer within 21 days of award except for items noted otherwise on the submittal register.

2. Furnish four copies of all required submittals. Three copies will be retained by the Government. One copy will be returned to the Contractor.

3. The approval of submittals shall not relieve the contractor to comply with the terms and conditions of the contract drawings and specifications. The contractor shall be responsible to determine correct dimension, design, connection, detail and satisfactory construction of all work.

C. Project Schedule: Contractor shall provide as required by

Federal Acquisition Regulation (FAR) clauses. *

D. Price Breakdown - Lump Sum Items: Contractor shall provide as required by FAR clauses. *

E. Subcontractor's List

Submit a list of subcontractors who will be working on the project.

DIVISION 1 SECTION 01330

GENERAL REQUIREMENTS SUBMITTALS

01330-2

F. Submittal of Progress Payment Certificate: Contractor shall provide as required by FAR clauses. *

G. Guarantees, Warranties And Certificates -Refer to Section

01770.

H. Operating And Maintenance Instruction - Refer to Section

01770

I. Delivery Tickets

1. The Contractor shall submit to the Government's on site representative, one legible copy of each delivery ticket for all material delivered to the construction site.

2. The delivery ticket shall show brand name, catalog number, and number of items received.

J. Waste Manifests

4. The Contractor shall submit copies of all waste manifests.

5. Manifests shall state type of waste (i.e., construction debris, hazardous asbestos, etc.), location of disposal, landfill designation, EPA registration of landfill, and EPA registration for transportation of any hazardous wastes.

* The applicable FAR clauses will be provided in full text to the resultant contractor at the pre-construction conference.

(END OF SECTION 01330)

DIVISION 1 SECTION 01420

GENERAL REQUIREMENTS DEFINITIONS AND STANDARDS

01420-1

A. Regulatory Requirements

1. All work shall be accomplished in strict accordance with the regulations, codes, and laws in effect at the time the work is performed for the location where it is to be performed.

B. Means and Methods

1. Means and methods used in the performance of this contract must be in accordance with all applicable Federal Acquisition Regulations in addition to OSHA regulations, 29 Code of Federal Regulations, acceptable industry practices as recognized by societies, associations, building codes, manufacturers’ specifications and any applicable state safety and health requirements.

C. Permits

1. All permits required to support construction activities such as road permits for oversize, overweight vehicles and equipment, bridge permits, and utility hookup permits, shall be obtained and paid for by the Contractor.

(END OF SECTION 01420)

DIVISION 1 SECTION 01770

GENERAL REQUIREMENTS PROJECT CLOSEOUT

01770-1

A. Final Inspection

1. The Contractor shall request a final inspection in writing at least ten (10) days prior to the anticipated date of completion.

2. Work will not be considered ready for final inspection until all the work has been completed and the Contractor has certified that all items are in strict compliance with all contract terms and conditions.

3. The Contractor or the project supervisor shall be at the job site during the final inspection.

C. Tests

1. Complete all tests required to prove actual operating performance of equipment and systems incorporated into the project.

2. Submit reports of all tests to the Contracting Officer prior to final payment.

D. Record Drawings

The Contractor shall provide and maintain in proper order and in good, clean condition, in the field or the Hatchery office or at the project site, one (1) complete set of full size prints of all drawings. On this set, with red pencil or ink, the Contractor will neatly inscribe all changes in work. At time of final acceptance, and prior to final payment, these corrected prints will be presented to the Engineer. The Contractor will note all data and changes on these record drawings in sufficient detail and clarity to provide information necessary for preparation of "as built" drawings by the Government.

E. Guarantees, Warranties and Certificates

1. The Contractor will submit all guarantees, warranties and certificates to the government prior to final payment.

DIVISION 1 SECTION 01770

GENERAL REQUIREMENTS PROJECT CLOSEOUT

01770-2

2. The Government requires a 100% warranty for a period of one full year after final acceptance. Items of work found defective during the warranty period will be replaced at no cost to the Government and the warranty for that particular part of the work shall automatically extend for one full year beyond the completion date of repairs.

3. If a manufacturer or supplier offers a guarantee in excess of the one year requirement outlined herein, then the longer guarantee period will apply for those particular items.

(END OF SECTION 01770)

DIVISION 2 SECTION 02000

SITE WORK STRUCTURE REMOVAL

02000-1

1. Work under this section includes the removal of the 2 existing reinforced concrete water control structures and reinforced concrete mat supporting them including ductile iron piping to the degree necessary to allow new kettle construction. All material shall become property of the Contractor and shall be disposed of off hatchery property unless stated otherwise.

2. The Contractor is encouraged to visit the site to estimate the work required to remove the existing kettle structures under Base Bid Items 1 and 2.

Execution

1. Kettle Structure Removal

The existing kettle structures shall be removed and become property of the Contractor. The existing supply and drain pipes shall be cut and capped at locations allowing construction of the new kettles. It will be the contractor’s discretion as to the means used to cap the supply and drain piping.

2. Backfill and seeding shall be as specified in Sections

02200, Earthwork and 02930, Seeding. Riprap placement required for Pond 6 shall be as specified in Section 02271, Riprap.

3. The contractor shall use mats or other means necessary to minimize disturbance of the pond bottoms. Only necessary areas required for the removal of the existing structures will be allowed.

(END OF SECTION 02000)

DIVISION 2 SECTION 02110

SITE WORK EROSION CONTROL

02110-1

1. The requirements of this section shall include the erosion control necessary to conduct earthwork operations around the work site.

2. The Contractor shall schedule and conduct his operations to minimize erosion of soils and to prevent silting and muddying of impoundments. Construction of drainage facilities and performance of other contract work which will contribute to the control or erosion and sedimentation shall be carried on in conjunction with earthwork operations or as soon thereafter as practicable. The area of bare soil exposed at any one time by construction operations shall be kept to a minimum.

3. Prior to suspension of construction operations for appreciable lengths of time, the Contractor shall shape the earthwork in a manner that will permit storm runoff with a minimum of erosion.

Temporary erosion and sediment control measures such as berm, dikes, slope drains, or sedimentation basins deemed necessary shall be provided and maintained until permanent drainage facilities and erosion control features are completed and operative. Unless otherwise provided for in the contract, temporary erosion control measures will not be paid for directly but will be considered as a subsidiary obligation of the Contractor covered under the various contract items of

a. Waste or disposal areas and construction roads shall be located and constructed in a manner that will keep sediment from entering streams or ponds.

b. Unless otherwise approved in writing, mechanized equipment shall not be operated in live streams or ponds outside the construction limits of work.

c. When work areas are located in or adjacent to live streams or ponds, such areas shall be separated from the main stream by dike or other barrier to keep sediment from entering a flowing stream or pond. Care shall be taken during the construction and removal of such barriers to minimize the muddying of streams or ponds.

d. All ponds shall be cleared as soon as practicable of falsework, piling, debris, or cofferdams placed during

DIVISION 2 SECTION 02110

SITE WORK EROSION CONTROL

02110-2 construction operations and not a part of the finished

e. Water from aggregate washing or other operations containing sediment shall be treated by filtration, a settling basin, or other means sufficient to reduce the sediment content to no more than that of the area into which it is discharged.

f. Pollutants such as fuels, lubricants, bitumens, raw sewage, and other harmful materials shall not be discharged into or near rivers, streams, and impound-ments or into natural or man-made channels leading thereto. Wash water or waste from concrete mixing operations shall not be allowed to enter live streams.

g. All applicable regulations and statutes relating to the preventions and abatement of pollution shall be complied with during the performance of the contract.

4. Temporary drainage structures required shall be the property of the Contractor. All costs for furnishing, placing, maintaining, removal, and disposal of temporary drainage structures shall be included in the various pay items listed in the proposal, unless otherwise provided.

(END OF SECTION 02110)

DIVISION 2 SECTION 02130

SITE WORK BORROW PITS

02130-1

1. This requirements of this section shall define the borrow material needed to for replacement fill when the existing kettle structures are removed.

2. No borrow pits of any kind will be made available on

Hatchery property although existing fill or gravel material from existing removal operation may be stockpiled and reused if it meets backfill material specified. Should backfill material be necessary Suitable backfill material is located approximately 1 mile away. The Hatchery Manager may be contacted for the exact locations of borrow areas near the work site.

B. Material

1. Embankment (borrow) material used for fill after the existing kettle structures are removed shall be impervious mineral soil and shall be clean, free of rocks over 2-inches in greatest dimension, frozen or lumpy material, trash, debris, muck, organic and vegetative material. All embankment material needed shall be obtained from borrow areas approved by the Engineer or from excavated material meeting backfill stockpiled on site.

2. Backfilling shall conform to Section 02200, Earthwork.

(END OF SECTION 02130)

DIVISION 2 SECTION 02170

SITE WORK COFFERDAM

02170-1

1. The requirements of this section shall govern the work necessary for the construction of cofferdams and/or dewatering systems.

2. The Contractor shall provide all labor, material and equipment necessary for the design, construction, and operation of a cofferdam and/or dewatering system to permit the construction of the kettle structures and Pond 13 pond bottom rehabilitation.

B. Execution

1. The cofferdam may be earth fill, sheet pile, or other type firmly anchored in the stable foundation material as specifically approved by the COR / Government Engineer.

2. The Contractor is totally responsible for maintaining the work site in a dry condition.

3. If an earth fill cofferdam is used, material may be obtained from the borrow site referred to in Section 02130. Following completion of the structure, cofferdam material may be used for embankment fill providing it meets the requirements of Section 02200, Earthwork, or it shall be placed back in the borrow area.

(END OF SECTION 02170)

DIVISION 2 SECTION 02200

SITEWORK EARTHWORK

02200-1

1. The requirements of this section shall include the excavation, backfilling, compaction, and grading necessary for removal of the existing structures and foundation mat and the construction of the new kettle structures and new supply and drain piping the removal of pipes embankment re-construction, the installation of new supply piping and removal of the existing kettle structures as shown on the drawings and specified herein.

2. The Contractor shall keep all excavations free of water.

3. Trench excavations shall be as shown on the trench detail in the Contract Drawings. Trenches shall be kept dry during the installation of the supply pipe.

4. Submittals: The Contractor shall submit compaction tests made by an independent testing laboratory. All tests shall be paid for by the Contractor.

a. In-place field density tests of embankment fill shall be tested for compliance with these specifications in accordance with ASTM Standard D 1556 or Nuclear Testing Standard 2922. Tests which do not meet the density standards shall be repeated after the material has been recompacted.

b. All density tests shall be in accordance with ASTM

D 698 at the Standard Proctor maximum dry density specified and within -1 to +3 percent of the soils optimum moisture content.

c. Twenty density tests density tests shall be taken in total. All test location shall be at the discretion of the Government Inspector.

B. Materials

a. Embankment material shall be mineral soil and shall be clean, free of rocks over 2-inches in greatest dimension, trash, muck, and vegetative material.

02200-2

All embankment material shall be obtained from borrow locations identified in Section 02130 or from excavated site areas.

3. Pipe Trench Excavation

a. Excavate trenches to line and grade to connect to existing drain and supply pipelines shown on Drawings.

b. Pipe Envelope: Trench width and initial backfill depth, as indicated on Drawings. Width at top of excavation will vary depending on soil and depth.

c. Over-excavation below grade shall be corrected by replacing and compacting with granular material to 100 percent of Standard Proctor density.

d. Slopes: Excavated to at least the angle of repose and as required by OSHA. Brace, shore, or sheet and drain excavation to protect property and provide worker safety.

e. Pile excavated material in a manner that will not endanger work.

f. Segregate soils in excavated material that are unsuitable for trench backfill and dispose of as specified in this Section.

g. Dewater ground as necessary to excavate trench and install pipe. Hold ground water level to a minimum 2 feet below pipe invert.

h. Direct surface and groundwater discharges to natural drainage channels, drains, or storm sewers.

Provide energy dissipation at discharge point of dewatering wells or points. Provide dewatering sedimentation basins at discharge point of trench sump pump.

i. Over-excavate when bottom of trench contains

02200-3 unstable or unsuitable material. Bring excavation up to pipe grade with compacted select granular or suitable material taken from excavation. Notify Engineer of soil conditions which may be poor bearing capacity and when organic soils are encountered. Install additional rock stabilization (or geotextile fabric) at direction of Engineer.

j. Provide temporary support, remove, relocate, or reconstruct existing utilities located within trench excavation. Utility owner shall designate method employed. Use care and provide compacted fill or other stable support for utility crossings to prevent displacement, rupture, or failure.

k. Excavate to expose existing pipelines in close proximity to new pipe line to determine pipe connection locations ahead of pipe installation to avoid grade conflict. Plan work with Engineer at preconstruction conference and coordinate activities during course of work.

4. Initial Backfill - Pipe Embedment

a. Pipe shall be installed with a minimum Class B trench conduit type bedding as shown on the Plans.

The "Granular Foundation" detail shall be used unless it is determined that the subgrade is suitable for the shaped subgrade detail.

b. Remove large stones to provide at least 6 inch clearance from pipe.

c. Place backfill in uniform layers not to exceed 8 inches before compaction. Tamp each layer to eliminate possibility of lateral displacement and provide uniform support. Compact to a minimum of 95 percent of Standard Proctor density.

d. Backfill for Foundation Gravel pump station.

1. Bottom of excavation to elevation 609.33:

02200-4

Coarse aggregate or crushed rock with maximum of 10% passing #4 sieve and 1 1/2" maximum aggregate size.

2. Above elevation 609.33: Clean granular soil, 12 percent or less passing a #200 sieve.

3. Existing material meeting these requirements may be used.

4. Compact all backfill within 10 feet of structure to 95 percent standard proctor (ASTM D698).

6. Final Backfill

a. Backfill with suitable materials selected from excavated materials.

b. Place backfill in uniform depth layers not to exceed 8 inches before compaction. Compact each layer before placing material for succeeding layer.

c. Compact each layer by mechanical means. Use hand operated compaction device within 2 feet of structure walls. Trenches within 10 feet of the structure shall be compacted to a minimum of 95 percent of Standard Proctor density. If moisture content of backfill material is greater than 3 percent above optimum moisture, compact material to a minimum density of three pounds/cubic foot less than Standard Proctor curve at that moisture content, except that minimum compaction shall be 85 percent of Standard Proctor density.

d. Plastic Marking Tape: Install marking tape 12 inches above supply and drain lines during soil backfilling and compaction operations.

e. Excavated material not suitable or required for backfill shall be disposed of legally.

f. Scarify embankment slopes receiving fill to permit new fill to bond. Allow clay, heavy loams or sandy loam soils to dry before using as fill.

02200-5

7. Finish Grading

a. Finish site grading to blend to existing dike pond embankments.

b. Plow, disk and drag any areas compacted by trucks, other vehicles or storage of materials to match texture of adjacent areas.

c. Insure a minimum of 4" of topsoil covers all unsurfaced areas. Spread salvaged topsoil uniformly over disturbed area.

8. Riprap

a. Riprap shall be placed on the areas indicated on the drawings or as designated by the ENGINEER.

9. Dewatering

a. See Section 02140, Dewatering.

C. Execution

1. All areas on which embankment material is to be placed shall be excavated free (stripped) of any topsoil, muck, peat, or vegetation.

2. All areas on which embankment is to be placed, after stripping, shall be scarified to a minimum depth of 12-inches and shall be moistened or aerated as necessary such that the fill will bond with the surface on which it is placed.

3. Embankment material shall be placed in layers not exceeding a loose depth of 8-inches. Unless noted otherwise, all embankment fill including loose and soft soil pockets and stump holes shall be filled with acceptable soils compacted to at least 93 percent of the soils Standard Proctor maximum dry density. Embankment

02200-6 fill within 5 feet of the structure shall be machine compacted over the entire width and compacted to at least 95% of the soils maximum Standard Proctor dry density at -1 to +3 percent of the soils optimum moisture content.

Backfill not meeting the requirement shall be excavated and recompacted at the Contractor's expense, and no claim for delay will be permitted.

a. Hand operated compaction equipment only, will be permitted in the pipe trenches and within five (5) feet of the new kettle structures walls.

4. All trenches shall be excavated and shored as necessary, in accordance with OSHA requirements. The trench shall be wide enough to permit operation of hand operated compaction equipment without damaging the pipes.

5. Concrete walls shall not be backfilled for a minimum of seven (7) days after placement, or until the concrete has reached 70% of its 28-day compressive strength as determined by cylinder break tests.

6. Embankment material shall be placed and compacted to the lines and grades to match the existing dike contours and slopes.

7. Topsoil shall be placed on the side slopes of all new embankment sections as indicated on the Contract Drawings. The topsoil shall be placed in a layer 4-inches thick. The layer of topsoil will be considered part of the finished grade. No special compaction of topsoil is required. Topsoil removed from the construction limits and from borrow area stripping shall be re-used on finished side slopes to the extent available and be graded to blend to the finished bank.

(END OF SECTION 02200

DIVISION 2 SECTION 02210

SITEWORK EARTHWORK (BID ALTERNATE #1)

02200-1

1. The requirements of this section pertain to Bid Alternative #1, Rehabilitation of Pond 13 only. Work shall include excavation, grading, and removal of pond bottom spoil material and the transport, placement, and compaction of gravel materials as well as the placement of a geogrid stabilization base. Work shall be scheduled in late fall to provide the contractor the firmest possible pond bottom conditions.

2. The Contractor is responsible for locating existing utilities and pipes in areas of excavation work. If utilities are to remain in place, provide adequate means of support and protection during earthwork operations.

Should un-charted or incorrectly charted piping or other utilities be encountered during excavation, consult utility owner immediately for directions. Cooperate with Hatchery and utility companies in keeping respective services and facilities in operation. If damaged, the Contractor shall utilities to the satisfaction of utility owner.

3. The Contractor shall keep all excavations free of water.

Currently the Hatchery can lower ponds to the elevation of the water control structures pipe invert elevations.

It shall be the Contractor's responsibility to dewater the ponds below that elevation and provide sufficient pumps or dewatering systems to account for precipitation events and/or groundwater fluctuations should they occur.

Notify the Engineer if this condition cannot be met.

4. The Contractor shall provide mats and wide track vehicles necessary to perform work in the soft pond bottom areas.

B. Related Materials

1. Pond Bottom Gravel: As specified in Section 02230, Gravel.

DIVISION 2 SECTION 02210

SITEWORK EARTHWORK (BID ALTERNATE #1)

02200-2

2. Geogrid: As specified in Section 02272, Geogrid.

1. Have utility owners field mark utility locations and verify location of existing utilities prior to pond excavation operations.

2. Dewater the site to the extent necessary to perform earthwork operations. Provide dewatering sedimentation basins at discharge point of sump pump.

3. Excavate top 18 inches of spoil material as shown on the contract drawings. See Contract Drawings for estimated quantities. Spoil material in the quantities shown shall be removed from the pond and transported to the approved waste location as identified in the Bid Schedule. Pond 13 grading and gravel shall be placed, compacted, and smoothed to provide no less than 0.5% slope to the new Pond 13 Kettle Structure. The gravel shall require final grading with a fence or other means necessary to smooth out ruts and ridges over the pond bottom.

4. The contractor shall set a 0.5% grade sloping to the

Pond 13 Kettle Structure inlet side on the north side of the structure inlet.

(END OF SECTION 02200)

DIVISION 2 SECTION 02224

SITEWORK AGGREGATE BASE COURSE

02224-1

1. Work under this section includes the furnishing, spreading and compaction of the aggregate base courses under all concrete kettle foundation slabs, headwalls, and ductile iron piping.

2. The Contractor shall provide all labor, tools, materials and equipment necessary to install the base course as shown on the contract drawings and as specified herein.

3. All work performed under this section shall be accompanied by personnel experienced in this type of work and with equipment suitable for the work being done.

Unless otherwise specified herein, work under this section shall meet the requirements of Division 3 conforming to the State of Wisconsin DOT Standard Specifications for Highway and Structure Construction, latest edition.

4. All work specified herein shall be accomplished only when, in the opinion of the Engineer, weather and site conditions are suitable for this type of work.

5. Submittals:

a. Certification that the gravel material meets these specifications shall be submitted for approval prior to delivery of any materials to the job site.

Weight tickets shall be collected by the Government Inspector at the jobsite.

b. The Contractor shall submit compaction tests made by an independent testing laboratory. All tests shall be paid for by the Contractor.

1. Aggregate density tests shall be in accordance with Method C of AASHTO T 99 with a minimum of 20 tests being taken. Testing locations shall be at the discretion of the Government Inspector.

02224-2

2. Subgrade density tests shall be in accordance with Section 02200, paragraph A.4.

The aggregate used for the base course under concrete foundation slabs and headwalls shall conform to the following gradation:

Sieve Size % Passing By Weight

1-1/4 95 – 100

1" -

3/4" 70 - 93%

3/8" 42 - 80%

No. 4 25 - 63%

No. 10 16 - 48%

No. 40 8 - 28%

No. 200 2 - 12%

The aggregate used for areas under ductile iron pipe shall conform to the following gradation:

Sieve Size % Passing By Weight

1"

100% 3/4"

95 -100% 3/8"

50 - 90%

02224-3

No. 4 35 - 70%

No. 10 15 - 55%

No. 40 10 - 35%

No. 200 5 - 15%

Crushed rock for the base course shall consist of clean, sound durable fragments of stone, free from an excess of flat, elongated soft or disintegrated pieces, dust, dirt or other objectionable matter.

C. Equipment

1. The equipment used in the work shall be of sufficient size and in such mechanical condition as to meet the requirements specified herein and shall be capable of providing a satisfactory quality of work. All equipment shall be ready for immediate use when required or directed by the Engineer. The Engineer may order the immediate removal and replacement of any unsatisfactory piece of equipment which will not, in his opinion, produce finished work of acceptable quality.

2. Any equipment which drips fuel, grease, oil or any other substance which, in the opinion of the Engineer, is detrimental to the quality of the finished product shall not be permitted on the jobsite until such drips are adequately repaired.

D. Execution

1. Subbase construction: Refer to Section 02200, Paragraph A.4.

2. Aggregate Base Under Concrete Raceways, Headwall

Structure, and Floor Slab: The aggregate base under the concrete raceways and headwall structure and floor slab shall be constructed in a total compacted thickness of

02224-4 twelve (12) inches placed in layers of not more than six

(6) inches when using vibratory rolling equipment.

Compaction shall be no less than 100% standard proctor.

Water shall be added if required to obtain specified density.

3. Aggregate Base Under PVC piping shall be constructed in a total compacted thickness of six (6) inches placed in layers of not more than six (6) inches when using vibratory rolling equipment. Compaction shall be no less than 100% standard proctor. Water shall be added if required to obtain specified density.

5. Aggregate surfaces shall be uniform and free from abrupt changes in grade.

(END OF SECTION 02224)

DIVISION 2 SECTION 02230

SITEWORK GRAVEL (POND 13)

02230-1

1. Work under this section includes the furnishing, transporting, spreading and compacting of gravel FOR Pond 13, Bid Alternate Item 1 as shown on the contract drawings.

2. The Contractor shall provide all labor, tools, materials and equipment necessary to install the gravel shown on the contract drawings and as specified herein.

3. All work specified herein shall be accomplished only when, in the opinion of the Inspector, weather and site conditions are suitable for this type of work.

4. The equipment used in the work shall be of sufficient size and in such mechanical condition as to meet the requirements specified herein and shall be capable of providing a satisfactory quality of work. All equipment shall be ready for immediate use when required or directed by the Engineer. The Engineer may order the immediate removal and replacement of any unsatisfactory piece of equipment which will not, in his opinion, produce finished work of acceptable quality.

5. Any equipment which drips fuel, grease, oil or any other substance which, in the opinion of the Engineer, is detrimental to the quality of the finished product shall not be permitted on the job site until such drips are adequately repaired.

6. Submittals:

a. Certification that all materials meet these specifications shall be submitted for approval prior to delivery of any materials to the job site.

Weight tickets shall be collected by the Government Inspector at the job site.

DIVISION 2 SECTION 02230

SITEWORK GRAVEL (POND 13)

02230-2

1. Bottom 8” Gravel Layer: 4” minus gravel.

1. Top 10” Gravel Layer: 3/4" diameter clear stone.

1. Pond 13 Sub-grade Preparation: Refer to Section 02200, Earthwork. Sub-grade preparation shall include grading the pond bottom and laying a polypropylene geo-grid membrane.

2. Placement and Compaction: The pond bottom gravel for

Pond 13 shall be laid over the geo-grid to the grade shown on the drawings. The gravel placement will be done in 2 lifts, one 8-inch and one 10-inch. The gravel shall be graded, smoothed, and be free of depressions or lumps. The gravel shall be compacted using wide-track vehicles, backhoes or other means that are deemed practicable by the Contractor until no further consolidation occurs. Gravel may be placed full depth for each type of gravel.

3. The surface shall contain no depressions which would pocket water and shall provide positive drainage to the outlet structures as shown on the contract drawings.

(END OF SECTION 02230)

DIVISION SECTION 02272

SITEWORK POLYPROPYLENE GEOGRID

02272-1

1. The requirements of this section shall govern the work necessary to lay and place the geo-grid material. The geogrid shall be used in conjunction with gravel to stabilize the pond bottom below the kettle structures foundation slab and the pond bottom for the rehabilitation of Pond 13.

2. Follow manufacturer’s recommended practices for geogrid placement.

3. The Contractor shall provide that during all periods of shipment and storage the geogrid material shall be protected from any mud, debris, or damaging material.

Geogrid shall not be placed in temperatures lower than 20 degrees F. Defective geogrid material shall not be used. The geogrid shall remain in a heavy duty protective covering prior to installation.

4. Submittal: The Contractor shall furnish a product specification sheet which meets the requirements stated in these specifications.

B. Material

The geogrid shall be an integrally formed biaxial polypropylene. Minimum product properties shall be as follows:

Index Properties MD Values XMD Values

Aperture Dimension 1.0 inches 1.3 inches Minimum Rib Thickness 0.05 inches 0.05 inches Tensile Strength 2% Strain 410 lbs/ft 620 lbs/ft Tensile Strength 5% Strain 810 lbs/ft 1340 lbs/ft Ultimate Tensile Strength 1310 lbs/ft 1970 lbs/ft

02272-2

Structural Integrity

Junction Efficiency 93% Flexural Stiffness 750,000 mg-cm

Aperture Stability 0.65 m-N/deg

Durability

Resistance - Installation Damage 95%SC/93%SW/90%GP Resistance - Long Term Degradation 100%- EPA 9090 Resistance to UV Degradation 100%- ASTMD 4355-05

4. After removal of the existing structures and prior to placement of gravel or geogrid material the contractor will modify the grading of the pond bottom to allow drainage to the north side of the kettle structures. The Contractor will minimize his operation into pond bottom areas outside of the structure area to the degree necessary to perform construction operations and/or modify grading for drainage. Gravel disturbed or removed during excavation or regrading will be stockpiled and stored for later respread after new grades are established. After leveling for drainage to structure inlet, unroll geogrid over pond bottom area providing a minimum overlap of three (3) feet for geogrid sections. Overlap geogrid in the direction of advancing fill.

5. Place and compact gravel in layers as shown on the drawings under the foundation slab and Pond 13.

6. Mechanically connect the geogrid sections together with nylon cable ties to maintain overlap dimensions.

7. Cut and overlap geogrid to accommodate curves or end sections. Cutting may be done with sharp shears, knife, or handheld power saws.

8. Anchor the geogrid with small piles of aggregate fill, 02272-3 washers and pins, or long staples. If “waving” of the geogrid occurs during pushing of the aggregate over the geogrid, remove the anchors and pull geogrid taunt prior to resumption of aggregate placement.

9. Wear appropriate safety equipment such as gloves and eye protection.

(END OF SECTION 02272)

DIVISION 2 SECTION 02360

SITEWORK STEEL SHELL PILING

02360-1

1. Work in this section includes the installation of the cast-in-place steel shell piling as indicated on the plans and as required in these specifications.

2. All piling work not specifically covered by these specifications shall conform to requirements as set forth in Sections 510 and referenced sections of the State of Wisconsin Standard Specifications for Road and Bridge Construction, latest edition.

3. Pile lengths shown on the drawings and listed below are estimated. Actual penetration shall be in accordance with test pile data and the requirements specified herein. The contractor shall be fully responsible for the lengths he furnishes for driving to obtain the specified bearing and penetration. No measurement will be made for the length of pile destroyed when making extensions.

4. Payment for piling will be according to the actual linear feet of piling installed. Estimated bearing pile lengths for all piles is 60 feet.

5. All piling shall be driven to practical refusal.

6. Pile Report:

a. The Contractor shall prepare a pile report for the test pile which includes: pile driving equipment used, date of driving, test pile location, designation and dimensions of pile, driving cap used, total penetration, elevation of point, elevation of butt before and after cut-off, pile deviation, starting and finishing times, total driving time, number of blows required for each foot of penetration and resistance in blows per inch for the last 6" of driving, and any unusual occurrences during pile driving operations.

02360-2

7. Submittals:

a. The Contractor shall submit the driving records of each pile, including the test pile, to the Project Engineer. Include project name and number, name of Contractor, and all information listed in paragraph 6.a. above.

b. Certifications: For structural steel piles and thick shells for cast-in-place piles, the contractor shall furnish two copies of a certification from the pile manufacturer or fabricator setting out the designated specification with which the material furnished complies.

1. Cast-in-place piles shall be thick shelled type with welded or seamless steel pipe conforming to ASTM A252.

2. Closure plates shall be 3/4 inch and conform to AASHTO

M183.

3. Thick shelled types driven without cores or mandrels, or fluted pipes shall meet the requirements of specification SAE-1010 or SAE-1-15 and the forged steel tips or noses shall meet the requirements of SAE-1020.

4. Cast-In-Place Concrete Piles - Cast-in-place concrete piles shall consist of Class B-1 concrete cast in pre-driven metal shells. The metal shells shall conform to shape, size, and minimum shell thickness shown on the plans, or to an approved equivalent section. All materials, proportioning, air-entraining, mixing, slump, and transporting of concrete shall be in accordance with Sec 501. Metal shells driven with or without a core or mandrel shall be of sufficient thickness or shall be reinforced so that they will hold their original form without distortion after being driven. Metal pile shells shall be free from water, soil and other deleterious matter when concrete is cast in them. The contractor shall maintain on the job prior

02360-3 to and during the filling of the shells, a light suitable for use in their inspection.

1. The Contractor shall notify the Engineer at least 72 hours before beginning pile driving operations and no piling shall be driven unless a Government representative is present.

2. Piles shall not be driven until all excavation is completed and at the locations shown on the drawing.

The heads of piles shall be protected by driving caps of the approved design for the type of pile being driven and to prevent damage to the pile. Pile driver leads will be required for all types of hammers.

3. Final position of piles shall be not more than 1/4 inch per foot from the vertical or from the batter line shown on the plans. The maximum variation of the head of the pile from the position shown on the plans shall be not more than 2 inches, except that piles in footing entirely below the finished ground line may vary not more than 6 inches. All piles pushed up by the driving of adjacent piles, or by any other cause, shall be re-driven to required bearing and penetration. Improperly driven, broken, or otherwise defective shells shall be removed and replaced, or otherwise corrected to the satisfaction of the engineer.

4. Driving Equipment - The contractor shall furnish pile driving equipment adequate for handling the length of pile to be placed in the leads and for driving the total length of pile to the tip penetration and bearing required. Piles shall be drive with power-driven hammers, or by a combination of power-driven hammer and water jets. Power-driven hammers are defined as hammers operated by steam, air, or diesel power. For determining the energy per blow of diesel power hammers without a fully enclosed ram, 75 percent of the manufacturer's energy rating for the hammer will apply. If the contractor desires to check his diesel power hammer

02360-4 against an approved steam hammer on a specified type of pile at a particular site, he may do so at his expense, and the checked rating of the diesel-powered hammer will be used in determination of pile bearing values at that site. Diesel hammers which have a fully enclosed ram shall be equipped with a gauge and accompanying charts which evaluate the equivalent manufacturer's rated energy being produced under any driving condition.

5. Leads - Pile…