SOW_2019-06-12.pdf

Statement of Work (SOW) Bridge Repairs

Calcasieu and Kisatchie Ranger Districts Kisatchie National Forest

June 12, 2019

Objectives:

This is a design / build bridge engineering and rehabilitation project. The objectives are as follows:

1. Survey relevant Forest Service data, reports, and sites as required to determine the conditions of the bridges in this contract.

2. Provide plans for cost effective engineered solutions for rehabilitation of the bridges in this contract.

3. Execute Contracting Officer approved plans for rehabilitation of the bridges in this contract.

Existing Conditions

A variety of critical findings on 5 bridges have been identified through routine safety inspections across Kisatchie National Forest.

General.

The project involves:

Engineering services to include but not limited to the following:

Review of Bridge inspection reports, site visits as necessary to validate inspection findings and verify measurements, site visits as necessary for quality control purposes, site visits as necessary to evaluate unforeseen subsurface project conditions, design structurally sound repairs compliant with State, Federal, and Forest Service standards.

Bridge rehabilitation to include but not limited to the following: Mobilization of personnel, material, and equipment across Kisatchie National Forest, clearing and grubbing, structure excavation, structure backfill, spot surface repair of roadway at bridge abutments, repair / replacement in kind of guard rails, abutment and wing wall timber repair / replacement, pile cap repair / reinforcement / rehabilitation, replacement of damaged / decayed cross braces, painting of structural steel and iron, lean concrete backfill, replacement of object markers, temporary traffic control, emplacement of scour protection, and joint sealing bridge decks.

1. The contractor and its assigns (herein-after referred to as “Contractor”) shall supply all licenses, intellectual and technical capital, material, labor, tools, equipment, cranes, vehicles, supplies, incidentals, supervision and safety measures to plan and execute the project.

2. The Contractor shall demonstrate in writing successful past performance of bridge rehabilitation projects which employed tested and or approved (FHA and/or LADOTD) standard repair methods which minimize bridge closure time.

3. The Contractor shall demonstrate in writing cost/ benefits of repair methods specified based on documented bid and / or past performance experience.

4. The Contractor shall provide engineered repair drawings, specifications, and project cost estimates to the Contracting Officer (herein-after referred to as “CO”) for review and approval prior to proceeding with site-work.

5. The Contractor shall be responsible to verify the necessary quantities of materials to be supplied and volumes of materials required to execute project requirements as described in the plans.

6. Hours of site-work shall be any time after sunrise and before sunset any day of the week. Potable water, electrical power, and toilet facilities are not available at the project sites.

7. All work shall be done in accordance with common and tested engineering practice, FP-14, product manufacturer’s specifications, Contractor’s CO approved engineered plans, OSHA and this document.

Products.

1. Government furnished property:

a. List of structurally deficient bridges.

b. Corresponding and current bridge inspection reports performed by an FHA certified

Bridge Inspection Team Leader (herein-after referred to as “Inspection Reports”).

c. Sample / draft specifications.

d. Sample / draft repair plans in Forest Service standard .dwg format.

e. Topographic survey data if required for Contractor’s engineering.

f. Project locations.

2. Contractor furnished products (where required by design): All. Including but not limited to the following:

a. Sealed Engineered plans for bridge rehabilitation for all bridges in this contract.

b. Rip Rap, Class 3K. Shall conform to section 705.02 FS supplemental specifications of the FP-03 as follows:

CLASS % ROCK BY

MASS

MASS (POUNDS) APPROXIMATE

DIMENSIONS IN

CUBIC INCHES

20 220-330 14-16 30 110-220 10-14 40 11-110 5-10

10^a 0-11 0-5

c. Excavatable lean concrete backfill “flowable fill” and foam sealant.

d. Material excavated from the roadway prism shall be re-used to backfill the bridge abutments except where deemed unsuitable by the CO due to moisture or debris content.

e. Surface course gradation shall conform to Table 703-3 of the FS supplemental specifications of the FP-03 as follows:

SIEVE

SIZE

PERCENT BY MASS PASSING DESIGNATED SIEVE (AASHTO

T 27 AND T11) GRADING DESIGNATION “F” (allowable deviation +/- in parentheses) 1-1/2 inch 100

1 inch 97-100 ¾ inch 76-89 (6) ½ inch

3/8 inch 56-68 (6) No. 4 43-53 (7) No. 8

No. 16 23-32 (6) No. 40 15-23 (5)

No. 200 10-16 (4)

f. All hardware to be galvanized IAW AASHTO M232

g. All replacement bridge timbers and piles to be SYP 0.80 CCA treatment IAW AWPA standards and of equal dimension and quality as original.

h. Aramid fiber (ASTM D 3039- D 3039M), Continuous Glass Filament Product, epoxy resin solution appropriate for application (Resin ASTM D 1652 – D 445 – D1209 and Curing Agent D-1544-D 2196- D 1475 or equal), machined hardwood shims and carbon fiber rods.

i. Joint sealer appropriate for application, Hot asphalt or urethane based and backer rod.

Location.

Kisatchie National Forest various locations as follows:

BRIDGE

NAME

MILE POST

DESIGNATION LATITUDE LONGITUDE

231-1.3 231-1.33 31.124432 -92.6322923

287-7.1 287-6.977 31.205833 -92.5839496

287-7.7 287-7.504 31.207586 -92.5923672

339-1.3 339-1.3780 31.523218 -93.0235709

L01-1.0 L01-0.9570 31.004035 -92.6025932

Execution: Contractor coordination.

1. The Contractor shall review all Inspection Reports to make a preliminary assessment of repair and maintenance requirements.

2. The Contractor shall perform site visits, surveys, and investigations as necessary to determine repair and maintenance requirements.

3. The Contractor shall provide engineered solutions in Forest Service standard plan format to the CO for review and approval. The CO may approve, reject, or modify the plans to meet the needs of the Forest Service.

4. The Contractor may load rate the bridge if the Forest Service is unable to execute the full scope of engineered repair and maintenance plans. If this occurs, the Forest Service shall post the bridge accordingly.

5. The Contractor shall schedule a pre-construction meeting two weeks prior to starting their construction operations.

6. The Contractor shall provide vendor mill stamps or letter of compliance with material specifications during the pre-construction meeting and/or upon delivery.

7. The bridges are in various conditions from in use by the public and Forest Service, to completely closed. The Contractor shall coordinate with the Government to minimize interruptions of public and private operations.

8. The Contractor shall provide traffic control service and markers compliant with MUTCD for low volume roads.

9. The Contractor shall locate and protect all utilities during construction.

10. The Contractor shall locate, protect, or perpetuate any survey monuments or property corners within the limits of the jobsite.

11. The Contractor shall coordinate with the Forest Service to have any vehicles moved which may hinder contractor operations.

12. The Contractor shall police for tire laceration hazards with a magnet daily.

13. The Contractor will remove all old culverts, debris, rags, waste material; tools etc. from the project site at the end of each work day and properly dispose of offsite.

14. The Contractor may test pile sections by sounding, drilling or nail method to confirm solid wood base and the extent of pile deterioration.

Execution: Bridge Repairs.

Draft Performance standards are as follows:

ITEM

NUMBER

DESCRIPTION

15101 Mobilization. This work consists of moving personnel, equipment, material, and incidentals to the project and performing work necessary before beginning work at the project site. This work also includes obtaining permits, insurance, and bonds.

20900 Structure Excavation.

209.01 This work consists of excavating material for the construction of structures, except those specifically designated under Section 208. This work also includes preserving channels, shoring and bracing, sealing foundations, dewatering, preparing foundations, bedding, and backfilling.

Material

209.02 Conform to the following Sections and Subsections:

Backfill material 704.03 Bedding material 704.02 Foundation fill 704.01 Lean concrete backfill 614 Structural concrete, Class S (Seal) 552 Unclassified borrow 704.06

Construction Requirements

209.03 General. Clear the area of vegetation and obstructions according to Sections 201 and 203.

Excavate trenches or foundation pits according to Subsection 208.03. Excavate to foundation grade without disturbing the trench or foundation surface. Foundation grade is the elevation at the bottom of the bedding for installing the structure.

209.04 Channel Preservation. Preserve channels according to Subsection 208.04, except excavate inside separations such as dikes or sandbags.

209.05 Foundation Seal. When foundation seals are necessary, construct a foundation seal according to Subsection 208.06.

209.06 Dewatering. When dewatering is necessary, dewater according to Subsection 208.07.

209.07 Foundation Preparation. Excavate unsuitable material when encountered at foundation grade as directed by the CO.

20910 209.09 Backfill. Backfill as follows:

(a) General. Place backfill layers evenly on all sides of the structure. Extend each layer to the limits of the excavation or natural ground.

Place backfill material in compacted layers not exceeding 6 inches (150 millimeters) in depth.

Do not place backfill material against concrete until 80 percent of the design strength is achieved.

Compact each layer according to Subsection 209.10.

209.10 Compacting. Determine optimum moisture content and maximum dry density according to AASHTO T 99, Method C. Adjust the moisture content of the backfill material to a moisture content suitable for compaction.

Compact material placed in all layers to at least 95 percent of the maximum density.

Determine the in-place density and moisture content according to AASHTO T 310 or other approved test procedures.

Do not apply density requirements as measured by AASHTO T 310 to material incapable of being tested or compacted to maximum values determined by AASHTO T 99. For these material, fill the voids around the rock in each layer with earth or other fine material.

Compact each layer until there is no visible evidence of further consolidation.

30105 Aggregate surface course, grading F, compaction method A.

Shape base course to desired template and finish elevation to allow designed depth of surface course. Emplace crushed aggregate to the width and depth specified in the plans. Match grades for smooth transitions to existing surfaces. Compact each layer full width. Roll from the sides to the center, parallel to the centerline of the road. Along curbs, headers, walls, and all places not accessible to the roller, compact the material with approved tampers or compactors.

Compact the aggregate using one of the following methods as specified:

Compaction A. Operating spreading and hauling equipment over the full width of the travelway.

Compaction B. Operate rollers and compact as specified in Subsection 204.11(a)(1).

Compaction C. Moisten or dry the aggregate to a uniform moisture content between 5 and 7 percent based on total dry weight of the mixture. Operate rollers and compact as specified in Subsection 204.11(a)(1).

Compaction D. Compact to a density of at least 95 percent of the maximum density, as determined by AASHTO T 99, method C or D.

Compaction E. Compact to a density of at least 96 percent of the maximum density, as determined by the Modified Marshall Hammer Compaction Method (available upon request from USDA Forest Service, Regional Materials Engineering Center, P.O. Box 7669, Missoula, MT 59807).

Compaction F. Compact to a density of at least 95 percent of the maximum density, as determined by AASHTO T 180, method C or D.

Compaction G. Compact to a density of at least 100 percent of the maximum density as determined by the Modified Marshall Hammer Compaction Method (available upon request from USDA Forest Service, Regional Materials Engineering Center, P.O. Box 7669, Missoula, MT 59807).

For all compaction methods, blade the surface of each layer during the compaction operations to remove irregularities and produce a smooth, even surface, When a density requirement is specified, determine the in place density and moisture content according to AASHTO T 310 or other approved test procedures.

55600 Repair / replace Bridge railing

556.01 This work consists of furnishing, erecting, removing, and resetting bridge railing.

Bridge railing is designated as concrete, steel, aluminum, or timber according to the predominant material contained in the railing.

Material

556.02 Conform to the following Sections and Subsections:

Aluminum alloy for bridge rail 717.12

Aluminum bolt heads and nuts 717.13

Aluminum welding wire 717.14

Box beam rail 710.06(b)

Painting 563

Reinforcing steel 709.01

Steel structures 555

Structural concrete 552

Timber structures 557

Construction Requirements

556.03 General. Accurately place anchor bolts to provide correct and true alignment of the railing. Set anchor bolts so that they project not more than ⅜ inch (10 millimeters) beyond the nut when tightened. Chamfer or round by grinding or filing sharp exposed metal edges.

Do not erect railing until centering or falsework for the supporting span is removed.

Construct bridge railing so that it does not follow unevenness in the curb, sidewalk, or wall that supports the railing. Install railing to present a smooth and uniform appearance in its final position. Set posts vertical.

556.04 Concrete Railing. See Section 552.

556.05 Steel Railing. See Section 555.

556.06 Aluminum Railing. See Section 555, except as amended by the following:

(a) Cutting. Material that is ½ inch (13 millimeters) thick or less may be cut by shearing, sawing, or milling. Saw or mill material that is over ½ inch (13 millimeters) thick. Do not flame cut. Make cut edges true, smooth, and without excessive burrs or ragged breaks. Fillet reentrant cuts by drilling before cutting.

(b) Bending. Material may be heated to a maximum 400 °F (200 °C) for a period not to exceed 30 minutes to facilitate bending.

(c) Rivet and bolt holes. Drill rivet and bolt holes to finished size or subpunch smaller than the nominal diameter of the fastener and ream to size. Subpunch to a diameter that is smaller than that of the finished hole by at least one-quarter the thickness of the piece.

Make the finished diameter of holes not more than 7 percent greater than the nominal diameter of the fastener, except:

(1) Fabricate slotted bolt holes as required; and

(2) Fabricate anchor bolt holes up to 25 percent larger, not to exceed ½ inch (13 millimeters) larger than the nominal bolt diameter.

(d) Welding. Weld according to AWS, Structural Welding Code - Aluminum, D1.2 (D1.2M).

(e) Contact with other material. Protect aluminum alloys that contact other material as follows:

(1) Aluminum alloys in contact with other metals. Coat the contacting surfaces with dielectric aluminum-impregnated caulking compound or place a synthetic rubber gasket between the surfaces.

(2) Aluminum alloys in contact with stone or concrete.

(a) Where a bond is not required. Coat the contacting surfaces with aluminum-impregnated caulking compound or with heavy bituminous paint pigmented with aluminum powder or paste.

(b) Where a bond is required. Coat the contacting aluminum surface with zinc-chromate paint. Allow paint to dry before installation.

(3) Aluminum alloys in contact with wood. Coat the contacting wood surface with three coats of paint according to Section 563 and coat the contacting aluminum surface with aluminum-impregnated caulking compound.

556.07 Timber Railing. See Section 557.

556.08 Remove and Reset Bridge Railing. Remove and store the existing bridge railings and appurtenances. Replace railings, supports, and hardware damaged during removal, storage, or resetting.

55711 557.11 Bracing. Bolt the ends of bracing through the pile, post, cap, or sill. Brace intermediate intersections with posts or piles with bolts and spikes with wire, or boat spikes as required. Use galvanized spikes in addition to bolts.

Make bracing bear firmly against the pile or cap to which it is bolted. Provide and place shims as necessary to prevent bending of the bracing more than 1 inch (25 millimeters) out of true when bracing bolts are tightened.

Where the space between the bracing and cap or pile is:

(a) Less than 1 inch (25 millimeters), shims are not needed;

(b) 1½±½ inches (38±13 millimeters), place two ogee washers with their narrow faces together or other approved washers on each bolt that passes through the space; or

(c) Over 2 inches (50 millimeters), use wooden shims of the proper thickness.

Fabricate the wooden shims from the same treated wood used in the structure or white oak.

Do not use built-up wooden shims. Make wooden shims from a single piece of lumber with the width not less than 4 inches (100 millimeters) and the length not less than the width of the bracing measured along the cap or pile. Do not adze, trim, or cut treated members to avoid the use of shims.

61400 614.01 This work consists of constructing lean concrete backfill or flowable fill.

Material

614.02 Conform to the following Subsections:

Aggregate for lean concrete backfill 703.15 Fly ash 725.04(a) Hydraulic cement 701.01 Water 725.01(a)

Construction Requirements

614.03 Composition of Mix. Design a well-graded, flowable, self-leveling mix. Verify the mix design with trial batches prepared from the same sources proposed for the mix. Submit the following for approval at least 21 days before production:

(a) Type and sources of aggregates;

(b) Type and source of cement;

(c) Mix proportions;

(d) Type of cement and fly ash (if used in the mix);

(e) Commercial certifications for cement, fly ash, admixtures, and aggregate;

(f) Target values for water/cementitious material ratio and slump; and

(g) Compressive strength at 7 days of 75 to 250 pounds per square inch (0.52 to 1.8 megapascals) maximum.

614.04 General. Perform the work described under Section 209.

Do not place lean concrete backfill in contact with aluminum or aluminum-coated structures.

Do not use lean concrete backfill above the top of subgrade.

614.05 Mixing and Placing Lean Concrete Backfill. Mix lean concrete backfill by pugmill, rotary drum, or other approved mixer to obtain a uniform mix.

Place lean concrete backfill in a uniform manner that prevents voids or segregation in the backfill.

When backfilling around culverts and other structures, place lean concrete backfill in a manner that does not float or shift the structure. Bring the backfill up evenly on all sides of the structure.

When placing lean concrete backfill at or below an atmospheric temperature of 35 °F (2 °C), perform the work under Subsection 552.10(a).

Wait at least 4 hours before backfilling over lean concrete backfill.

63300 633.01 This work consists of installing and removing and resetting permanent traffic control devices.

Sign panels are designated as plywood, steel, aluminum, plastic, fiberglass reinforced plastic, or extruded aluminum.

Material

633.02 Conform to the MUTCD and the following Section and Subsections:

Delineator and object marker retroreflectors 718.08

Hardware 718.06

Legends and borders 718.07

Minor concrete 601

Object marker and delineator posts 718.05

Panels 718.03

Retroreflective sheeting 718.01

Sign posts 718.04

Construction Requirements

633.03 General. Furnish and install permanent traffic control devices according to the MUTCD and permanent traffic control plans. Provide traffic control devices that are crashworthy.

Sign locations may be changed to fit field conditions as approved by the CO. Determine sign support lengths at time of staking.

633.04 Sign Posts. Install sign posts plumb and according to the manufacturer’s recommendations.

Drive sign posts with a suitable driving head or set posts in drilled or punched holes.

633.06 Delineators and Object Markers. Attach delineators and object markers to posts according to the manufacturer’s recommendation or as specified.

633.07 Removing and Resetting Permanent Traffic Control Devices. Remove and store existing traffic control devices to be reset as necessary. Replace traffic control devices damaged during removal, storage, and resetting.

63500 635.01 This work consists of furnishing, installing, maintaining, relocating, and removing temporary traffic control devices and services as ordered for the control and protection of public traffic through the project.

Advance warning arrow board, barricade, and warning light types are designated in the

MUTCD.

Material

635.02 Conform to the MUTCD and the following Sections and Subsections:

Concrete barrier (temporary) 618 Delineator and object marker retroreflectors 718.08(b) Guardrail (temporary) 617 Retroreflective sheeting 718.01 Sign panels 633.05 Sign posts 633.04 Temporary plastic fence 710.11 Temporary pavement markings 718.16

Construction Requirements

635.03 Qualifications. Provide flaggers certified by ATSSA, the National Safety Council, a state department of transportation, or other acceptable organization. Use pilot car operators conforming to the qualifications of a flagger.

635.04 General. Furnish, install, and maintain temporary traffic control devices adjacent to and within the project as required by the MUTCD, traffic control plan, and Section 156.

Install and maintain traffic control devices as follows:

(a) Furnish and install traffic control devices before the start of construction operations;

(b) Install only those traffic control devices needed for each stage or phase;

(c) Relocate temporary traffic control devices as necessary;

(d) Remove devices that no longer apply to the existing conditions;

(e) Immediately replace devices that are lost, stolen, destroyed, or inoperative;

(f) Keep temporary traffic control devices clean;

(g) Furnish and maintain traffic control devices that meet the "acceptable" standard described in ATSSA, Quality Standards for Work Zone Traffic Control Devices. Amend the ATSSA standards as follows:

(1) Repair or remove and replace "marginal" devices within 48 hours; and

(2) Repair or remove and replace "unacceptable" devices immediately;

(h) Remove temporary traffic control devices upon contract completion or when approved; and

(i) Furnish crashworthy temporary traffic control devices.

70502 Rip Rap

This work shall consist of furnishing and placing erosion resistant and protective materials on the slopes of embankments, stream banks, on bottom and side slopes of channels, at bridge abutments and wing walls, at structure foundations and at other locations. Rip Rap shall be placed as staked by the Contracting Officer and/or IAW plans.

705.04 Rock for Special Rock Embankment. Furnish angular stone that is hard, durable, resistant to abrasion and weathering, and that is free of weak cleavages that may cause the rock to disintegrate during handling and placing.

71200 712.01 Sealants, Fillers, and Seals. Conform to the following:

(a) Joint sealants and crack fillers.

(4) Elastomeric joint sealant ASTM C920, Type M, Grade P, Class 25, Use T1 or T2

(5) Flexible cellular joint filler ASTM D1056, Type 2, Class B or

Class C, Grades 3, 4, or 5

(d) Cold-applied, single component, chemically curing silicone joint sealant for concrete pavement (non-sag). Conform to ASTM D5893, Type NS.

(e) Cold-applied, single component, chemically curing silicone joint sealant for concrete pavement (self-leveling). Conform to ASTM D5893, Type SL.

(f) Backer rod. Conform to ASTM D5249, Type 1. Use a compatible sealant as recommended by the rod manufacture. For size of backer rod, conform to Table 712-1.

Table 712-1

Backer Rod Sizes Joint Width After Preparation Rod Diameter

5⁄16 inch (8 millimeters) ⅜ inch (10 millimeters) ⅜ inch (10 millimeters) ½ inch (13 millimeters) ½ inch (13 millimeters) ⅝ inch (15 millimeters) ⅝ inch (15 millimeters) ¾ inch (19 millimeters) ¾ inch (19 millimeters) 1 inch (25 millimeters) 1 inch (25 millimeters) 1¼ inches (32 millimeters) 1¼ inches (32 millimeters) 1½ inches (38 millimeters) 1½ inches (38 millimeters) 2 inches (50 millimeters)

712.02 Mortar. Pre-blend or mix on site. Furnish and proportion mortar according to ASTM C270. Use masonry cement mortar Type M or Type S.

72521 Type A-2. Epoxy injection and reinforcement of decayed wood.

Products must comply with the following: Aramid fiber (ASTM D 3039- D 3039M), Continuous Glass Filament Product, epoxy resin solution appropriate for application (Resin ASTM D 1652 – D 445 – D1209 and Curing Agent D-1544-D 2196- D 1475 or equal

Preparation.

1. Action must be taken to remove the damaged wood, arrest the infections, and prevent renewed damage. Remove visibly decayed section of timber and adjacent wood a minimum of 12” in the direction of the grain.

2. If moisture content of 20 percent or greater is detected the member should be dried before repairs are made.

3. All bonding surfaces must be thoroughly cleaned of all dirt, debris, and excess oil and preservatives.

Port setting and joint sealing.

1. The repair area must be completely sealed prior to epoxy placement.

2. A minimum of two ¼” – 3/8” ports must be set to allow the injection of epoxy and the displacement of air. Additional ports may be set to monitor the complete filling of the void.

3. Porous and/or checked timbers may require sealing with thick epoxy paint to prevent leakage upon injection.

Application.

1. Injection pressure must be sufficient to completely fill the void without breaking joint seals. Maximum recommended pressure is 40lb/square inch.

2. As epoxy fills the voids in the joint, venting ports begin to leak an even flow of epoxy and are progressively sealed.

Quality control.

1. As epoxy is mix sensitive, the contractor shall collect one sample for every batch mixed to ensure the epoxy is hardening as expected. If mixing in nozzle by injection or manual pump three samples shall be collected at the beginning, middle and end of the application process.

72521 Type A-3. Splicing and epoxy injection of broken members.

Products must comply with the following: Aramid fiber (ASTM D 3039- D 3039M), Continuous Glass Filament Product, epoxy resin solution appropriate for application (Resin ASTM D 1652 – D 445 – D1209 and Curing Agent D-1544-D 2196- D 1475 or equal

Preparation.

1. Action must be taken to remove the damaged wood, arrest the infections, and prevent renewed damage. Remove visibly decayed section of timber and adjacent wood a minimum of 12” in the direction of the grain.

2. If entire pile section is to be replaced temporary bracing and cribbing shall be installed to carry the tributary load assigned to that pile.

3. If moisture content of 20 percent or greater is detected the member should be dried before repairs are made.

4. All bonding surfaces must be thoroughly cleaned of all dirt, debris, and excess oil and preservatives.

Installation of replacement pile section.

5. Replacement pile section shall be cut to a length ¼” – ½” shorter than the measurement between the sound pile stump and the bottom of the cap (bearing surface).

6. Care shall be taking to match cut angles to allow full bearing across all contact surfaces.

7. All aramid fiber and continuous glass filament product shall be impregnated before application.

8. The top of the replacement pile shall be covered in impregnated aramid fiber utilizing existing drift pin in cap for full contact of new pile section.

9. Both ends of the replacement pile section and the pile stump shall be coated in epoxy resin solution and appropriate amount of fairing compound prior to placement.

10. Drive epoxy resin coated machined hardwood shims equally between the two pile sections ensuring adequate contact area between both surfaces of the splice connection and the shims as well as the contact area between the top of splice and the cap.

11. A minimum of 3- 3/8”x 20” carbon rods shall be glued and driven into a cross-stich pattern at a 60 degree from level or steeper angle such that 8” of rod is penetrating both the replacement section and existing pile stump.

12. Apply resin a minimum of 25” above and below splice connection, staple 24” impregnated continuous glass filament product around pile centered on splice cut.

Apply resin over glass filament then staple 50” piece of impregnated aramid fiber around pile centered on splice connection.

13. Liberally apply epoxy resin solution with appropriate UV protection over aramid fiber repair area.

Quality control.

As epoxy is mix sensitive, the contractor shall collect one sample for every batch mixed to ensure the epoxy is hardening as expected. If mixing in nozzle by injection or manual pump three samples shall be collected at the beginning, middle and end of the application process.

Samples shall be submitted to CO upon completion of each splice and/or cap repair for inspection.