B.08.02 W9123720Q0014.pdf

DILLON LAKE

WILL RUTTER

4969 DILLON DAM RD

ZANESVILLE OH 43701-9652

TEL: 740-454-2225 FAX: 740-455-4151

REQUEST FOR QUOTATIONS

(THIS IS NOT AN ORDER) 1

PAGE OF PAGES

1. REQUEST NO. 2. DATE ISSUED RATING

W9123720Q0014 10-Feb-2020 5a. ISSUED BY

8. TO: NAME AND ADDRESS, INCLUDING ZIP CODE

IMPORTANT: This is a request for information, and quotations furnished are not offers. If you are unable to quote, please so indicate on this form and return it to the address in Block 5a. This request does not commit the Government to pay any costs incurred in the preparation of the submission of this quotation or to contract for supplies or services. Supplies are of domestic origin unless otherwise indicated by quoter. Any representations and/or certifications attached to this

Request for Quotations must be completed by the quoter.

11. SCHEDULE (Include applicable Federal, State, and local taxes)

ITEM NO.

(a)

SUPPLIES/ SERVICES

(b)

QUANTITY

(c)

UNIT

(d)

UNIT PRICE

(e) (f)

SEE SCHEDULE

AMOUNT

% No. %

NOTE: Additional provisions and representations [ ] are [ ] are not attached.

13. NAME AND ADDRESS OF QUOTER (Street, City, County, State, and ZIP Code)

14. SIGNATURE OF PERSON AUTHORIZED TO

SIGN QUOTATION

15. DATE OF

QUOTATION

16. NAME AND TITLE OF SIGNER (Type or print) (Include area code)

TELEPHONE NO.

AUTHORIZED FOR LOCAL REPRODUCTION STANDARD FORM 18 (REV. 6-95)

PREVIOUS EDITION NOT USABLE Prescribed by GSA FAR (48 CFR) 53.215-1(a)

THIS RFQ X[ ] IS [ ] IS NOT A SMALL BUSINESS SET-ASIDE

6. DELIVER BY (Date)

SEE SCHEDULE

AND/OR DMS REG. 1

UNDER BDSA REG. 2

4. CERT. FOR NAT. DEF.3. REQUISITION/PURCHASE

REQUEST NO.

USACE, CONTRACTING DIVISION

KRISTIN BLAKE, 502 8TH STREET

HUNTINGTON WV 25701

9. DESTINATION (Consignee and address, including ZIP Code)

7. DELIVERY

[ ]X FOB

DESTINATION

[ ] OTHER

(See Schedule)

25-Feb-2020(Date)

PLEASE FURNISH QUOTATIONS TO THE ISSUING OFFICE IN BLOCK 5a ON OR BEFORE CLOSE OF BUSINESS:10.

304-399-5693KRISTIN BLAKE

(Name and Telephone no.) (No collect calls)5b. FOR INFORMATION CALL:

d. CALENDAR DAYSc. 30 CALENDAR DAYSb. 20 CALENDAR DAYS12. DISCOUNT FOR PROMPT PAYMENT a. 10 CALENDAR DAYS

Section B - Supplies or Services and Prices

ADDITIONAL INFORMATION

*SITE VISITS ARE HIGHLY RECOMMENDED PRIOR TO PROVIDING A

QUOTE. SEE CLAUSE 52.236-27 FOR ADDITIONAL INFORMATION.

*PLEASE DIRECT ALL QUESTIONS TO KRISTIN BLAKE AT (304) 399-5693 or kristin.d.blake@usace.army.mil. ANY INFORMATION RECEIVED AT THE SITE

VISIT WHICH CONFLICTS WITH THIS SOLICITATION SHOULD BE

BROUGHT TO THE ATTENTION OF MRS. BLAKE. THE SOLICITATION AND

RESULTING CONTRACT SHALL BE THE GOVERNING DOCUMENT IN ALL

CASES.

**QUOTES CAN ONLY BE FAXED OR PREFERABLY BE E-MAILED TO KRISTIN BLAKE

AT kristin.d.blake@usace.army.mil or faxed to (304) 399-5281 by the date referenced on page one of the SF18.

Per FAR 36.204 the estimated price range for this project is between $100,000 and $250,000.

NOTE: Award will be made to the lowest price offeror who meets the technical requirements of the solicitation and is deemed responsible by the contracting officer.

The intent is to award without discussions.

NOTE: this procurement is 100% Set-Aside for Small Business. For more information see FAR Clause 52.219-6 (Dev).

QUOTATION INSTRUCTIONS (Provide the following with your quote):

Company Name and Address:

Phone Number: Fax Number:

Email Address:

Business Size (select all that apply):

Large Business Small Business HUBZone Business 8A

Woman-Owned Service-Disabled Veteran-Owned

If subcontractor will be used for this work, please provide company name and credentials/qualifications:

IMPORTANT NOTICE: Effective September 26, 2018 and in accordance with FAR Clause 52.204- 7, “an Offeror is required to be registered in SAM when submitting an offer or quotation, and shall continue to be registered until time of award, during performance, and through final payment of any contract, basic agreement, basic ordering agreement, or blanket purchasing agreement resulting from this solicitation.” Vendors are highly encouraged to check their registration status and plan accordingly prior to submitting an offer.

Please note, as of April 2018, GSA's System for Award Management (SAM) system is requiring new registrations and renewals of existing registrations to submit an original signed notarized letter identifying the authorized Entity Administrator. Vendors are encouraged to check their entity's status in SAM.gov and plan accordingly. If the prospective contractor is not registered in the SAM database, the Contracting Officer will following the procedures at FAR 4.1103. Contact the supporting Federal Service Desk at www.fsd.gov, or by telephone at 866- 606-8220 (toll free) or 334-206-7828 (internationally) Monday through Friday from 8 a.m. to 8 p.m. (EDT), for FREE assistance.

Contractor is registered with SAM:

YES NO (See FAR 52.204-7)

Provide business Unique Entity Identifier number:

(phone 800-333-0505 for Unique Entity Identifier number).

Provide business CAGE code:

Provide Tax Identification Number:

All work under this contract shall be in performance with all local, state, and federal laws, regulations, and codes.

Only the awarded contractor shall provide a copy of their insurance certificate required by State and Local Governments that has been acquired for the time period covered under this contract to the Contracting Officer within 10 business days after award. No further insurance requirements will be imposed by the Corps of Engineers for this contract.

Contractors are not required to submit an Accident Prevention Plan (APP) with their quote.

The successful offeror will be required to submit this document upon award. The APP must be accepted by the Government Designated Authority prior to the preconstruction conference. The contractor that receives this award will have 10 calendar days to provide an Accident Prevention Plan (APP). If this deadline is not met, the contractor will be given a cure notice stating that they will have 10 calendar days to submit an APP, otherwise the contract may be terminated for default.

ITEM NO SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

0001 1 Job Pleasant Valley Dike CMP

FFP

Contractor to furnish the necessary labor, materials and supervision required to complete paving in accordance with the attached Scope of Work. Work is to be performed at Dillon Lake, Zanesville, OH. This CLIN is for funding purposes only; the Price Breakout Schedule shall be filled in below.

FOB: Destination

NET AMT

PRICE BREAKOUT SCHEDULE

Line Item No. Description of Requirement Qty/Unit of Measure Extended Price

0001 Reimbursement of actual cost of payment bond for quotes in excess of $35,000.00

JOB $__________

0002 Mobilization & de-mobilization of equipment required in accordance with the attached Scope of Work.

0003 Labor for Dillon Lake Pleasant Valley Dike CMP in accordance with the attached Scope of Work.

0004 Materials and Supplies for Dillon Lake Pleasant Valley Dike CMP in accordance with the attached Scope of Work.

TOTAL $__________

Section C - Descriptions and Specifications

SCOPE OF WORK

Specifications

Pleasant Valley Dike Pipe Relining

SECTION 02490

LANDSCAPING AND SEEDING

PART 1 GENERAL

1.01 DESCRIPTION

A. Provide lime, fertilizer, seed, and mulch as specified herein, and needed for a complete and proper restoration of all disturbed areas associated with the project.

1.02 QUALITY CONTROL

A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section.

PART 2 PRODUCTS

2.01 FERTILIZER

A. Provide commercial balanced 12-12-12, (50% of Nitrogen shall be Urea form), uniform in composition, free-flowing, and suitable for application with approved equipment. The fertilizer shall be delivered to the site in bags labeled with the manufacturer's guaranteed analysis. Uniformly apply 400 pounds per acre of premium fertilizer to a depth of at least 4 inches prior to seeding.

2.02 SOIL AMENDMENT

A. Apply agricultural limestone at a rate of one (1) tons per acre immediately prior to seedbed preparation.

2.03 MULCH

A. Provide threshed straw of cereal grain, such as oats, wheat, barley, rye, rice, etc., or grass hay, or wood fiber shall be furnished.

2.04 GRASS SEED

A. Seed mixtures with the following minimum percentage by weight of pure seed of each seed kind in the mixture in each lot shall be furnished and applied at a rate of 400 pounds per acre.

Table 1 Seed Mixture

Seed kind Percentage by weight of each seed kind in mixture

Percentage by weight of pure live seed of each kind

Percentage by weight of live seed in mixture

Orchard Grass 55% 88% 48.4%

Perennial Ryegrass 25% 83% 20.7%

Japanese Millet 10% 90% 9.0%

Birdsfoot Trefoil 6% 90% 5.4%

Ladino Clover 4% 90% 3.6%

Total pure live seed in mixture ............................................... 87.1% Weed seed, not to exceed 1% by weight ................................... 1.0% Other than weed and pure live seed, maximum . .................... 11.9%

Total 100.0%

B. In the event that seeding is performed between October 15th and March 31st, uniformly apply one hundred

(100) pounds per acre of annual rye in addition to the above-mentioned seed mixture.

PART 3 EXECUTION

3.01 SURFACE CONDITIONS

A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are corrected.

3.02 SOWING GRASS

A. Stage 1: Initial Dressing.

1. Rake or otherwise clear the disturbed area free of earth clods, debris, rocks, pipe, etc., and perform rough grading of the site in general conformance with the surrounding grade.

B. Stage 2: Final Dressing.

1. Grade all disturbed areas within the scope of the project to achieve final line and grades that tie smoothly to the surrounding grade and promote drainage.

2. Where the area to be seeded is not sufficiently pulverized to provide good seed bed, the seed bed shall be prepared by pulverizing the soil to a minimum depth of two inches (2") with a disk harrow, drag harrow, spike tooth or similar tool, immediately prior to seeding. All clods, rocks and undesirable material that would interfere with seeding operations shall be removed.

3. Apply lime uniformly at a rate of 1 ton per acre incorporated into the soil to a depth of at least 4 inches, fertilizer and seed immediately following seed bed preparation and lightly drag or rake to incorporate into the seed bed. Apply mulch immediately thereafter.

3.03 INSPECTION

A. In addition to normal progress observations, schedule and conduct the following formal inspections, giving the Engineer at least 24 hours advance notice of readiness for inspection:

1. Final inspection within 24 hours after completion of sowing

2. Final inspection at the end of the maintenance period as discussed in Item 3.04 in this section.

3.04 MAINTENANCE

A. Maintain seeding for 30 calendar days after planting is complete and continue throughout the warranty period until 95% coverage is achieved as determined by the Contracting Officer.

B. At the end of the maintenance period, all plant material shall be in a healthy growing condition.

C. During the maintenance period, should the appearance of any planted area indicate weakness and probability of dying, re-sow that area without additional cost to the Government.

D. Continue the maintenance period at no additional cost to the Government until previously noted deficiencies have been corrected, at which time the final inspection will be made.

3.05 CONTROL OF EROSION

A. Provide and install temporary silt fence on the downstream side of excavated soil placed on embankments steeper than 4:1 (H:V) or otherwise specified on the Drawings or instructed by the Contracting Officer.

--END OF SECTION--

SECTION 02830A

SLIPLINING OF STORM SEWERS AND CULVERTS USING SOLID-WALL HDPE PIPE

1.01 SCOPE

A. Provide all materials, labor and equipment necessary to rehabilitate existing culverts and storm sewer pipes utilizing solid-wall high density polyethylene (HDPE) pipe.

B. In all instances, slip-lining rehabilitation shall include installation of a liner pipe having a constant Inside

Diameter (ID) and Outside Diameter (OD) within an existing host pipe with a continuously grouted annular space.

PART 2 REFERENCE STANDARDS

Unless otherwise noted, reference is made to the latest version of the documents listed below. All work shall comply with the following reference standards unless specifically stated otherwise in this Specification.

ASTM F585 – Standard Practice for Insertion of Flexible Polyethylene Pipe into Existing Sewers

ASTM F714 – Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter

ASTM D2657 – Standard Practice for Heat-Joining Polyolefin Pipe and Fittings

ASTM D3350 – Standard Specification for Polyethylene (PE) Plastic Pipe and Fittings Materials

ASTM D3261 - Standard Specification for Butt Heal Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing.

PART 3 MATERIALS

3.01 PIPE

A. Pipe and fittings shall be manufactured from high density compounds in accordance with ASTM D3350, cell classification 345464C with a designation of PE 3408 and minimum Dimension Ratios (DR) of twenty-six

(26) for pipe 7 and seventeen (17) for pipes 8, 9, 10, 11, 12, 13, 14, and 15 respectively.

B. Pipe shall be solid wall and have a smooth interior and exterior with no corrugations or ferrous elements.

C. Pipe shall be marked at not less than 5 foot intervals with a coded number which identifies the manufacturer, SDR, size, materials, machine, date and shift on which the pipe was extruded.

D. All pipes shall be specifically applicable for installation and use in the environment as required by this specification.

3.02 JOINTS

A. Internal beads resulting from butt fusion shall be limited to a ¼” projection perpendicular to the inside wall of the pipe. Beads larger than ¼” shall be trimmed 360 degrees around the interior of the pipe. External beads resulting from butt fusion need not be trimmed unless the bead projection will negatively impact pipe installation or migration of annulus grout.

B. Joints shall be water-tight over the range of head pressure as specified as a design requirement in this Specification. In addition, all joints shall be sufficiently water-tight such that no grout is visible on the inside of the pipe at the completion of annular space grouting.

C. Joints shall be either butt-fused welded in accordance with ASTM D3261 and D2657, or push-together with interlocking machined grooves with approved sealant. Screw-type or threaded joints will not be allowed.

3.03 FITTINGS

A. Molded fittings shall be manufactured in accordance with ASTM D3261, and shall so marked.

B. Fabricated fittings shall be made by heat fusion joining specially machined shapes cut from pipe, polyethylene sheet stock, or molded fittings.

3.04 GROUT

A. Provide cementatious grout for annular space grouting in accordance with Section 03601 of these Specifications.

PART 4 DESIGN REQUIREMENTS

The CONTRACTOR shall select, provide and install a slip-liner pipe that will meet all of the following requirements:

4.01 CONVEYANCE CAPACITY

A. The liner pipe shall provide the maximum conveyance capacity possible while maintaining a 1-inch minimum average annular space between the host pipe and liner pipe for grouting.

B. The ID of the liner pipe shall not be less than 80% of the nominal ID of the host pipe unless otherwise noted on the drawings.

C. The only exception to this shall be if the contractor satisfactorily demonstrates to the Contracting Officer that it is possible to construct the project with commercially available pipe diameters and dimensions approved for use on this project.

4.02 DESIGN CRITERIA

A. The CONTRACTOR shall demonstrate that the selected liner pipe is suitable for installation based on a detailed evaluation given the following parameters:

1. All existing pipelines shall be considered fully deteriorated. The Contractor shall not give ANY structural consideration being provided by the host pipe.

2. Long-term analysis shall be considered 50 years.

3. Live load need not be considered.

4. Allowable long-term deflection is 5%.

5. All pipes shall be designed based on information shown on the enclosed drawings with depths field verified by the CONTRACTOR.

6. Use a Safety Factor of 2.0 for all parameters and calculations.

7. Modulus of soil reaction shall be 1500 psi.

8. Saturated unit weight of soil shall be 120 pcf.

4.03 SUBMITTALS

A. The CONTRACTOR shall provide two (2) bound copies and one digital copy of the following information to the Contracting Officer for review and approval prior to construction:

1. Manufacturer’s literature pertinent to the proposed rehabilitation materials and methods. Specific information should include installation minimum/maximum allowable parameters (i.e. allowable grout pressure, axial compressive stress, etc.), recommended installation procedures, etc.

2. Detailed analysis and calculations demonstrating suitable application based on the following parameters:

a. Deflection

b. Confined buckling

c. Long-term (50 yr) hydrostatic buckling

3. Detailed Work Plan outlining the following items:

a. Proposed construction sequencing and scheduling

b. Areas requiring special construction techniques

c. Proposed methods for control of water (if applicable)

d. Proposed access and staging areas

e. Proposed work hours

f. Other pertinent information related to the project

4. Test results and certification of compliance for materials.

5. Documentation of manufacturer’s certification of installers (as applicable).

6. Grout design as per Section 03601.

7. Manufacture’s recommendations regarding methods for repair of damage to liner pipe following installation.

PART 5 EXECUTION

5.01 CLEANING AND INSPECTION

A. Prior to the installation of the slip-liner pipe, CONTRACTOR shall thoroughly clean the host pipes designated to receive the liner. Cleaning shall constitute removal of all debris, solids, roots, deposits, and other matter which would preclude proper installation of the slip-liner pipe and annulus grout. Water used for flushing and cleaning pipes prior to slip-line installation shall be maintained by the contractor to comply with regulatory agencies having jurisdiction regarding erosion prevention and sediment control procedures for storm water discharge.

5.02 CONTROL OF WATER

A. CONTRACTOR shall provide for maintenance and control of water as necessary for satisfactory installation of the slip-liner and grout. Such work shall include by-pass pumping or berming and dewatering for submerged pipes. Proposed means and methods for control of water shall be submitted for approval to the Contracting Officer.

5.03 PROOF TESTING

A. A mandrel shall be pulled through all host pipes smaller than 36 inches in diameter where deformation, joint deflection or obstructions are observed prior to insertion attempts. The mandrel length of liner pipe shall be equal to the liner pipe joint length. Host pipes 36 inches in diameter and larger may be verified through man-entry, mandrel or both at the CONTRACTOR’S discretion. The mandrel shall have an outside diameter not less than that of the proposed slip-liner pipe plus 1-inch (note 1-inch grout requirement), shall be equal to the pipe joint length of the liner pipe to be installed and shall have a stiffness equal to or greater than that of the slip-liner pipe. A segment of slip-liner pipe may be used as a mandrel, but this test segment shall not be used as a permanent slip-liner pipe.

5.04 EXCAVATION

A. All work as required by these Specifications shall be performed utilizing existing points of entry including headwalls, manholes, etc. Any other excavation along the length of the host pipe (between headwalls/manholes) is strictly prohibited. In the event that it becomes necessary to perform an excavation, the CONTRACTOR will be required to obtain written confirmation an excavation is warranted from the

5.05 INSTALLATION

A. All liner pipe installation shall be in accordance with the manufacturer’s recommendations and the provisions of this Section. In the event of a conflict, the more restrictive of the two shall govern.

B. Sections of slip-liner pipe shall be joined and pushed into the host pipe until a continuous liner pipe is created along the entire length of the host pipe. Pulling assistance with a winch or other mechanical means is allowed provided that the entire section of slip-liner pipe remains in compression during installation from heavy equipment pushing the pipe from the other side. Heavy equipment or vehicles shall not be allowed to pull the pipe through.

C. Insertion may proceed from either upstream or downstream as suitable access is available, unless required otherwise.

D. A push ring that distributes jacking/pushing forces 360° around the perimeter of the end wall of the slip-liner pipe shall be used for all insertions to prevent damage to the slip-liner pipe.

E. An environmentally safe, sub-aqueous lubricant may be permitted upon prior approval by the Contracting

Officer.

F. The CONTRACTOR shall use caution to prevent jagged edges from damaging the slip-liner pipe during insertion when the invert of host pipe has deteriorated significantly. In such cases, the CONTRACTOR is encouraged to install two (2); 1 to 2 inch diameter Schedule 40 galvanized steel pipe guide rails along the invert of the host pipe. These guide rails shall be tack-welded or bolted to the host pipe to prevent movement during insertion and shall be withheld not less than 5 feet from the ends of the host pipe. The ends shall remain open such that the entire length of guide rail pipe shall be filled during annular space grouting. An alternate guide rail method may be prepared and submitted to the Contracting Officer for review and approval.

G. The CONTRACTOR shall consider thermal expansion/contraction affects such that the ends of the slip-liner pipe is flush with the existing headwall/manhole to within ½ inch. Reasonable attempts shall be made by the contractor to achieve a flush surface between the slip-lined pipe and the host pipe as determined by the

H. Once the slip-liner pipe has been installed, bulkheads shall be constructed in sequence from upstream to downstream at the end of each pipe segment; including gatewells and manholes located intermediately along the pipe length to be slip-lined. In addition, the shop drawings shall include the proposed locations of the grout/air ports and sketches of the proposed bulkheads, as well as the lengths of each grouting port. The lengths shall be staggered such that the entire run of the pipe can be completely grouted. Shop drawings shall include manufacturer’s literature for accessories and form coating materials. The materials, dimensions, location of grout injection ports, vent tubes, etc. shall be designed by the CONTRACTOR and submitted for approval per the requirements of Section 03601 of these Specifications. The CONTRACTOR shall construct bulkheads a minimum of 24 hours after the completion of the slip-liner insertion process to allow for thermal equilibrium between the slip-liner pipe and the host pipe conditions and at most 72 hours after completion of the slip-liner insertion process to minimize exposure of the annulus to debris from a rainfall event.

I. The contractor shall fill the annular space with grout between the ID of the host pipe and the OD on the liner pipe. The pipe shall be grouted along its entire length with cementitious grout. All materials, methods of grout installation shall be in accordance with Section 03601 of these Specifications.

J. The CONTRACTOR shall take necessary precautions to maintain line and grade of the host pipe and avoid flotation of the liner pipe. This can be accomplished by providing blocking at 10, 12, and 2 o’clock (suggested locations) in the top of the pipe to prevent flotation during grouting.

K. Drilling holes in the slip-liner pipe for any reason is prohibited.

L. At the completion of construction the exposed ends of all slip lined pipes shall have a clean, finished look with no visible signs of grout vents, injection tubes, etc.

M. The bulkheads shall be hand-finished with a portland cement based grout to a professional quality appearance that exhibits a reasonable attempt at matching the existing concrete surface. After a sufficient curing period, a soluble reactive silicate concrete treatment such as “ChemTec One” should be applied over the entire headwall surface, including the bulkheads. Particular attention should be given to ensure the product is applied to the bulkhead grout properly.

5.06 SAFETY

A. Contractor Accident Prevention Plan (APP): The Contractor shall prepare a site-specific Accident Prevention Plan following the outline provided in EM 385-1-1, Appendix A as a minimum. The contractor shall address each element and sub-element in the outline in the order they appear in Appendix A. Any item from the outline that does not apply must be listed, in its assigned place and a brief explanation of the reason it is not required/provided. The APP shall address any unusual or unique aspects of the project or activity. This plan must be accepted by the Contracting Officer prior to commencement of any work. Contractors are encouraged to contact the USACE Safety & Occupational Health Office for questions or information regarding the development of contract Accident Prevention Plans. Office hours are Monday-Friday 8:30 a.m. - 4 p.m. at (304)399-5039/5032/5326. The web address for EM 385-1-1 is:

http://www.publications.usace.army.mil/Portals/76/Publications/EngineerManuals/EM_385-1-1.pdf

(1) The contractor shall have on site an employee designated as a Site Safety and Health Officer 385-1- 1, 01.A.17 and has at least five years experience relative to the work to be performed. No work will be permitted unless the SSHO is present at the work site.

(2) Work crews of two or more must have two people holding current certification in First Aid and CPR from the American Red Cross, American Heart Association or a licensed physician. Training must include a hands-on component that cannot be taken online and the contractor must maintain appropriate First Aid kit on site. Single individuals working alone must have current certification in First Aid as a minimum.

(3) All work that potentially exposes the worker to falls of six feet or more will require the contractor to submit a Site Specific Fall Protection & Prevention Plan in accordance with EM 385-1-1, Section 21.D.

(4) Cranes and hoisting equipment shall be operated only by qualified personnel (operators licensing, physical and drug testing in accordance with EM 385-1-1 Section 16.B). Note: CDL Medical Clearance is not acceptable. Please see attached medical clearance requirements.

(5) Effective November 8, 2010 all “Signalpersons” and “Riggers” shall be qualified. This is a mandatory requirement in accordance with 29 CFR 1926.1400 Regulations. Riggers must be a qualified person for the performance of specified hoisting activities such as during assembly/disassembly, in accordance with OSHA 1926.1404(r)(1) and 1926.1425(c)(3).

B. Risk Management Process: The Contractor shall utilize risk management tools such as Activity Hazard

Analysis (AHA), Job Hazard Analyses (JHAs), Job Safety Analyses (JSAs) or similar tools to identify, assess, prioritize risks and develop controls to minimize, monitor and control the probability and/or impact of unfortunate events to an acceptable level. Within each major phase, all activities, tasks or Definable Features of Work (DFOWs) shall be identified that will require an AHA/JSA/JHA. For each work activity, task or DFOW contractor shall prepare the initial AHA/JSA/JHA. A Risk Assessment Code (RAC) is assigned to each step, to the risk that remains after controls have been applied (residual risk) a final RAC (cannot be lower than the highest step RAC) shall be assigned.

See EM 385-1-1 Section 01.A.14.b. for further guidance or contact the SOHO for assistance. The AHA/JSA/JHA shall be reviewed and accepted by the proper authority in order to proceed with the activity. All on-site employees shall review the accepted AHA/JSA/JHA prior to performing work and during weekly and “Tool Box” safety meetings as appropriate.

(1) AHA/JSA/JHA shall define the activities being performed and identify the work sequences, the specific anticipated hazards, site conditions, equipment, materials, and the control measures to be implemented to eliminate or reduce each hazard to an acceptable level of risk. AHA/JSA/JHA should indicate compliance with EM 385-1-1 personal protective equipment requirements (safety-toed work boots, safety glasses, gloves, hard hats, etc.), work crews of two or more must have two people currently qualified in first aid and CPR and the appropriate first aid kit on site. Single individuals working alone must have current certification in First Aid only.

(2) The names of the Competent Person(s) and Qualified Person(s) required for a particular activity (e.g., excavation, scaffolding, fall protection, or other activities as specified by OSHA and this manual) shall be identified and included in the AHA/JSA/JHA, as well as proof of their competency / qualification.

C. Accident/Mishap Reporting: The Contractor shall report all recordable mishaps to the GDA within 24-hours in accordance with EM 385-1-1 Section 01.D. Accidents shall be investigated to determine causal factors and corrective actions shall be implemented. Accidents resulting in: days away injuries, days away illnesses, restricted/transfer injuries, property damage of $5,000.00 or more shall be investigated and reported to the GDA using the USACE Accident Investigation Report Form ENG 3394 within 24 hours of the occurrence.

(1) Immediate notification to the GDA is required for all serious accidents:

1. Fatal Injury/illness;

2. Permanent totally disabling injury/illness;

3. Permanent partial disabling injury/illness;

4. One (1) or more persons hospitalized as inpatients as a result of a single occurrence:

5. $500,000 or greater accidental property damage;

6. Three (3) or more individuals become ill or have a medical condition suspected to be related to a site condition, or a hazardous or toxic agent on the site;

7. USACE aircraft destroyed or missing;

The Contractor shall maintain an OSHA Log of Work Related Injuries and Illnesses, OSHA Form 300 and comply with all accident reporting and recordkeeping requirements specified in 29 CFR 1904.39.

(2) In addition to the above, any mishap occurring in any of the following high hazard areas shall be reported immediately to the GDA, investigated and corrective actions implemented.

a. Electrical (includes Arc Flash, electrical shock, etc.);

b. Uncontrolled Release of Hazardous Energy (includes electrical and non- electrical);

c. Load Handling Equipment (LHE) or Rigging;

d. Fall-from-Height (any level or other than same surface);

e. Underwater Diving

PART 6 QUALITY ASSURANCE

6.01 PERSONNEL AND EQUIPMENT

A. The CONTRACTOR shall at all times provide suitable equipment as well as adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and methods necessary for successful completion of the work.

6.02 SUPERVISION

A. The CONTRACTOR shall provide an experienced project superintendent as determined from resume submittals to be on the site at all time and shall have full authority to direct the CONTRACTOR’S means, methods, equipment and personnel and performance of the work.

PART 7 TESTING AND ACCEPTANCE

7.01 REWORK

A. The CONTRACTOR shall remove any material that has not received prior approval from the Contracting Officer, has not been completed in accordance with these Specifications or is otherwise not accepted as suitable work by the Contracting Officer and replaced with an approved material at the CONTRACTOR’S sole expense.

7.02 FINAL VIDEO INSPECTION

A. After all work is completed, the CONTRACTOR shall perform one CCTV inspection of all pipes at the CONTRACTOR’s expense, documenting the post-installation conditions. This shall be provided to the COE for approval. All defects discovered during the post-installation video inspection shall be corrected by the CONTRACTOR at his expense before the work under the Contract will be considered for Substantial Completion. After the defects, if any, are corrected in accordance with manufacturer’s recommendations, the affected pipe segment(s) shall be video inspected a second time as a follow-up inspection. All follow-up CCTV inspections will be performed by the CONTRACTOR, and all costs associated with such follow-up inspections associated with the correction of work shall be born by the CONTRACTOR and shall be withheld from final payment. The contractor shall provide final video to the COR for review and approval of finished work per pipe.

SECTION 03601

GROUT FOR SLIP-LINING NONSTRUCTURAL

1.01 SCOPE

Provide all materials, labor and equipment necessary to completely fill the annular space between the slip-liner pipe and the host pipe with low-strength (300 psi) cementitious grout. The Contractor should follow the specifications listed in the scope unless otherwise directed by the Contracting Officer or unless otherwise recommended by the pipe manufacturer.

PART 2 REFERENCE STANDARDS

Unless otherwise noted, reference is made to the latest version of the documents listed below. All work shall comply with the following reference standards unless specifically stated otherwise in this Specification.

ASTM C403 - Test Method for Time Setting of Concrete Mixtures by Penetration Resistance

ASTM C138 - Test Method for Unit Weight ASTM C150 - Portland Cement

ASTM C495 - Test Method for Compressive Strength of Lightweight Insulating Concrete

ASTM C618 - Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete

ASTM C939 - Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method)

ASTM C940-10a – Standard Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory

ASTM C494 – Standard Specifications for Chemical Admixtures for Concrete

PART 3 MATERIALS AND EQUIPMENT

3.01 CEMENT

A. Comply with ASTM C150. Pozzolans and other cementitious materials are permitted.

3.02 FLY ASH

A. Comply with ASTM C 618; either Type C or Type F shall be used.

3.03 WATER

A. Use only potable water obtained from a municipal water distribution system and transported, when required, in a clean, dedicated container designed specifically for such.

3.04 ADMIXTURE

A. Admixtures shall be selected by the slip-lining grout manufacturer to meet performance requirements, improve pumpability, control set time, and reduce segregation. Admixtures shall not be biodegradable.

Admixtures shall meet the requirements of ASTM C494 when applicable.

3.05 COMPRESSIVE STRENGTH

A. The grout shall have a minimum penetration resistance of 100 psi in 24 hours when tested in accordance with ASTM C403 and a minimum compressive strength of 300 psi in 28 calendar days when tested in accordance with ASTM C495.

3.06 PERFORMANCE REQUIREMENTS

A. The grouting system shall have sufficient gages, monitoring devices, and tests to determine the effectiveness of the grouting operation and to ensure compliance with the liner pipe specifications and design parameters.

3.07 MIX DESIGN

A. The CONTRACTOR shall develop one or more mix designs to completely fill the annular space based upon, but not restricted to, the following requirements:

1. Size of annular void

2. Absence or presence of water

3. Sufficient strength and durability to prevent movement of the liner pipe

4. Provide adequate retardation for placement

5. Provide less than 1 percent shrinkage by volume

6. Heat of hydration compatible with pipe material in accordance with pipe manufacturer’s recommendations

7. Shall have zero bleed

8. Specific Gravity greater than 1.0 when outer pipe is full of water (if applicable).

3.08 MIXERS AND PUMPS

A. The materials shall be mixed in equipment of sufficient size and capacity to provide the desired amount of grout material for each stage in a single operation. The system shall mix the grout to a homogeneous consistency and deliver grout to the injection point at a steady pressure with a non-pulsating pump at the mix tank. The equipment shall be capable of mixing the grout at densities required for the approved procedures and shall also be capable of changing density as dictated by field conditions at any time during the grouting operation. The grout mixer shall be a high-speed, high-shear, colloidal type grout mixer capable of continuous mechanical mixing that will produce uniform and thoroughly mixed grout which is free of lumps and undispersed cement. The mixer shall be equipped with suitable water and admixture measuring devices calibrated to read in gallons and tenths and so designed that after each delivery the hands can be conveniently set back to zero. A paddle storage tank shall be used to agitate the mix prior to pumping.

3.09 PRESSURE GAUGES

A. Pressure gauges shall be suitable for use in the grouting environment and have a working range between

1.5 to 2.0 times the design grout pressures, and have accuracy within 0.5% of full range.

B. Provide, at a minimum, one pressure gauge at the point of injection and one pressure gauge at the grout pump.

3.10 TESTING EQUIPMENT

A. A Baroid Mud Balance shall be used to check the specific gravity during pumping operations.

PART 4 SUBMITTALS

The CONTRACTOR shall provide two (2) bound copies and a digital copy of the following information to the Contracting Officer for review and approval prior to construction:

A. Qualifications and experience of grout mix applicator and Project Superintendent and support personnel.

B. Grout mix design and trial mix tests, with set time, compressive strength, viscosity, and density test results.

C. Initial set time of the grout.

D. The 24 hour and 28 calendar day minimum grout compressive strengths.

E. The grout working time before a 15% change in density or viscosity occurs.

F. The proposed grouting methods and procedures. Contractor shall submit a layout detail to include proposed locations for blocking, grout injection tubes and air vent tubes.

G. Method for waste grout recovery.

H. Estimated grout volume for each pipe per stage.

I. The maximum injection pressures proposed as well as maximum allowable grout injection pressures as provided by the pipe manufacturer.

J. Proposed grout stage volumes. Define the lengths of grout pipes for each stage. Stage lengths are limited to 20-30’ unless justification can be provided as to the need for longer stages.

K. Bulkhead designs and locations including vent and injection port location and proposed materials to be used in bulkhead construction. In addition the lengths of each port shall be shown.

L. Method of flow control during grouting.

M. Detailed plans depicting the method of cribbing the liner pipe to allow the grout to set when buoyant uplift is a factor.

N. Written confirmation that the CONTRACTOR has coordinated grouting procedures with the grout installer and the liner pipe manufacturer. Confirmation shall also include that the CONTRACTOR has coordinated the attachment of the grout lines to the liner pipe so that they will not become clogged or detached during the installation process.

O. For each different type of grout or variations in procedure of installation, a complete package shall be submitted. The submittal shall include each of the above items and the locations of conditions to which it applies.

P. Detail measures or procedures to equalize the pressure between the inside and outside of the liner pipe so as to resist buoyant or bursting forces.

PART 5 EXECUTION

5.01 GROUT INJECTION

A. Notify the Contracting Officer at least 24 hours in advance of grouting operations. After installation of the injection ports and bulkheads, PVC caps shall be placed over the pipes to prevent any debris from entering the annular space.

B. Once the slip-liner pipe has been installed, construct bulkheads at each end in sequence from upstream to downstream. Following construction of the bulkheads, the CONTRACTOR shall fill the annular space between the slip-liner pipe and the host pipe along its entire length with cementitious grout by injecting grout from one end of the pipe segment, allowing it to flow toward the other end. Grouting should proceed from the downstream bulkhead toward the upstream end. Grouting should commence at the injection port on the downstream bulkhead and continue until:

1. Grout of similar specific gravity to that being mixed has been observed flowing from the downstream bulkhead vent and it has been closed.

2. The air or water displacing from the pipe stops flowing

3. The estimated total volume plus a percentage (approx. 10%), to allow for a tremie seal on the pipe, has been pumped.

Grouting should proceed from the longest line (say 100-110’ in most instances) and progress through the successively shorter grout lines. Grout lines should be switched when:

1. The air or water displacing from the next shorter grout pipe stops flowing.

2. The estimated volume plus a percentage (approx. 10%), to allow for a tremie seal on the next shorter pipe, has been pumped.

C. Remove or control standing or running water in annular spaces to maintain the correct water ratio of the grout mixture.

D. Limit pressure on the annular space to prevent damage to the liner. The gauged grout pressure at the pipe shall not exceed that of the pipe manufacturer’s recommendation or 5 psi, whichever is smaller.

Regardless of the pressure, the CONTRACTOR shall be solely responsible for any damage or distortion to slip-liner pipe due to grouting.

E. The drilling of additional injection holes from the surface or through the liner pipe to facilitate grouting is prohibited.

F. Injection of grout shall continue until all of the following conditions have been achieved unless otherwise approved by the Contracting Officer:

1. The total estimated volume of grout for all stages on a given pipe has been injected

2. The estimated volume of grout has been injected

3. The exhausted grout recovered at each vent is not less than 85% of the density of the freshly injected grout

4. The exhausted grout at each vent is not less than 85% of the original viscosity of the freshly injected grout

5. Grout recovered from the vent is the same specific gravity as that being injected, per the use of the Baroid Mud Balance

6. The grout installer recommends ceasing grouting operations.

G. No hardened grout is permitted in the liner pipe invert after completion of grouting operations.

H. Cold weather grouting where the temperature is between 32-40° F during and after grouting the following conditions shall be met:

1. Temperature of the grout mix must be 60° F or higher at the time of pumping.

2. The use of insulation/concrete blankets over areas of the levee behind the headwalls where the minimum cover above the frost line is not met for a period of 7 calendar days.

I. Cold weather grouting when the temperature is below 32° F during and after grouting the following conditions shall be met:

1. Temperature of the grout mix must be 60° F or higher at the time of pumping.

2. The use of insulation/concrete blankets over areas of the levee behind the headwalls where the minimum cover above the frost line is not met for a period of 7 calendar days.

3. The use of an interior heater in the pipe that does not exceed the pipes maximum localized temperature for the first 24 hours after grouting.

J. Hot weather grouting is permitted however, the CONTRACTOR shall use caution to prevent flash-setting of the grout. The CONTRACTOR is responsible for any replacement/repair necessary as a result of grouting in hot weather at no additional cost to the Government and to the satisfaction of the

PART 6 TESTING

6.01 DENSITY

A. Provide all personnel and equipment necessary to measure density in accordance with ASTM C138 or by another method as approved by the Contracting not less than two times per hour in the field during grouting operations. Grout that exceeds ±3 lb/cubic foot of the design density shall be rejected.

6.02 VISCOSITY

A. Provide all personnel and equipment necessary to measure viscosity in accordance with ASTM C939 not less than two times per hour in the field during grouting placement. The apparent viscosity shall not exceed 20 seconds unless otherwise approved by the Contracting Officer.

6.03 COMPRESSIVE STRENGTH

A. Collect, transport, cure, test and report samples in accordance with ASTM C495.

B. Collect four (4) specimens (3”x6” cylinders) for each pipe at approximately the mid-point of the grouting operation.

C. Test all specimens for compressive strength at 28 calendar days. Additional specimens and tests may be performed at the CONTRACTOR’S discretion.

D. Tests and companion specimens associated with oven-dry unit weight (ASTM C495 Item

9) are not required.

E. The CONTRACTOR shall engage the services of an independent, COE Certified Testing Laboratory to collect and test specimens associated with the strength requirements of this Section. In addition, all field personnel associated with testing shall be from a COE Certified Testing Laboratory.

6.04 BAROID MUD BALANCE

A. Provide all personnel and equipment necessary to test specific gravity with the Baroid Mud Balance in accordance with established procedures in the field during grouting placement.

1.1 REFERENCES

SECTION 09 97 02

PAINTING: HYDRAULIC STRUCTURES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM D 1045 (1995; R 2001) Sampling and Testing Plasticizers Used in Plastics

ASTM D 1152 (2006) Methanol (Methyl Alcohol)

ASTM D 1153 (2006) Methyl Isobutyl Ketone

ASTM D 1200 (1994; R 2005) Viscosity by Ford Viscosity Cup

ASTM D 1210 (2005) Fineness of Dispersion of Pigment- Vehicle Systems by Hegman-Type Gage

ASTM D 153 (1984; R 2003) Specific Gravity of Pigments

ASTM D 281 (1995; R 2007) Oil Absorption of Pigments by Spatula Rub-Out

ASTM D 3721 (2005) Synthetic Red Iron Oxide Pigment

ASTM D 4417 (2003) Field Measurement of Surface Profile of Blast Cleaned Steel

ASTM D 520 (2000; R 2005) Zinc Dust Pigment

ASTM D 561 (1982; R 2003) Carbon Black Pigment for Paint

ASTM D 7091 (2005) Standard Practice for Nondestructive Measurement of Dry Film Thickness of Nonmagnetic Coatings Applied to Ferrous Metals and Nonmagnetic, Nondestructive Coatings Applied to Non-Ferrous Metals

ASTM D 841 (2002) Nitration Grade Toluene

ASTM E 1347 (2006) Color and Color Difference Measurement by Tristimulus (Filter) Colorimetry

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC QP 1 (1998; E 2004) Standard Procedure for Evaluating Painting Contractors (Field Application to Complex Industrial Structures)

SSPC QP 3 (2006; E 2007) Standard Procedure for Evaluating Qualifications of Shop Painting Applicators

SSPC SP 1 (1982; E 2004) Solvent Cleaning

SSPC SP 5 (2007) White Metal Blast Cleaning

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FED-STD-595 (Rev B; Am 1) Colors Used in Government

Procurement

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. The following shall be submitted in accordance with this section:

SD-04 Samples

Special Paint Formulas; G Paint Formulations; G

Samples of all special paint formula, Military, Master Painter

Institute, Commercial Item Description, and SSPC paints. For products that are specified to be applied in accordance with the manufacturer's recommendations the Contractor shall also submit the paint producers product data sheet or other written instructions for those products.

Solvent and Thinners; G

Samples of the thinners or solvents used to reduce the viscosity of the paint.

SD-06 Test Reports Inspection

Documentation of inspections and operations performed shall be performed daily. The documentation shall be submitted after the paint operations have been completed.

SD-07 Certificates

Qualifications; G Qualified Painting Contractor; G

A copy of their current SSPC QP 1 or SSPC QP 3 certification.

Coating Thickness Gage Qualification; G

Documentation of manufacturer's certification shall be submitted for all coating thickness gages.

1.3 QUALIFICATIONS

Qualifications and experience shall comply with the following.

1.3.1 Qualified Painting Contractor

The Contractor shall be a certified SSPC-QP 1 or SSPC QP 3 Painting Contractor.

1.3.2 Coating Thickness Gage Qualification

Documentation of certification shall be submitted for all coating thickness gages. Magnetic flux thickness gages as described in ASTM D 7091 shall be used to make all coating thickness measurements on ferrous metal substrates.

Eddy current thickness gages as described in ASTM D 7091 shall be used to measure coating thickness on all nonferrous metal substrates. Gages shall have an accuracy of +/- 3 percent or better. Gages to be used on the job shall be certified by the manufacturer as meeting these requirements.

1.4 SAMPLING AND TESTING

The Contractor shall allow at least 30 calendar days for sampling and testing. Sampling may be at the jobsite or source of supply. The Contractor shall notify the Contracting Officer when the paint and thinner are available for sampling. Sampling of each batch shall be witnessed by the Contracting Officer unless otherwise specified or directed. A 1-quart sample of paint and thinner shall be submitted for each batch proposed for use. The sample shall be labeled to indicate formula or specification number and nomenclature, batch number, batch quantity, color, date made, and applicable project contract number. Testing will be performed by the Government. Costs for retesting rejected material will be deducted from payments to the Contractor at the rate of 475 dollars for each paint sample retested and 100 dollars for each thinner retested.

1.5 PRE-TESTED VINYL PAINTS

The…