Amendment 0006 - PR ER DOT PRMNT RPR(12).pdf

(x)

693C7323B000010 x x copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR

OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

ASHBURN VA 20147

ATTN: CONSTRUCTION

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

ASHBURN VA 20147

ATTN: ACQUISITION

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

See Block 1406/08/20230006

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

04/14/2023

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Project PR ER DOT PRMNT RPR(12)

The purpose of this Amendment is to:

1) Revise the Special Contract Requirements (J Pages) as follows:

a) Add Specification 615 - Piling.

b) Add Subsection 712-9 Impermeable Membrane (Geomembrane).

c) Subsection 912-5.1 to clarify payment.

d) Subsection 926-3.03 to clarify all references for backfill material.

e) Subsection 926-5.01 to clarify measure.

f) Subsection 934-5.07 to revise subsection reference.

g) Subsection 934-5.08 to revise subsection reference.

Continued ...

15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

ITEM NO. SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

NAME OF OFFEROR OR CONTRACTOR

2 51

CONTINUATION SHEET

REFERENCE NO. OF DOCUMENT BEING CONTINUED PAGE OF

(A) (B) (C) (D) (E) (F)

693C7323B000010/0006

h) Subsection 940.08(a)(2) to revise the minimum degree.

i) Table 940-2 to revise the sieve size.

j) Add Specification 968 - Soldier Pile Wall.

k) See SCR Changes_Amendment 6.pdf for details.

2) Revise the PRHTA's Special Provisions applicable to the project as follows:

a) Delete the Special Provision Specification 615

- Piling.

b) Delete the Special Provision Specification 909

- Prefabricated Drainage Composite.

c) Add Special Provision Specification 912 - Prefabricated Drainage Composite.

d) Add Special Provision Specification 998 - Flowable Fill.

e) See PRHTA's Special Provisions_Amendment 6 for the additional Special Provisions.

3) Revise the Bid Schedule (Schedule A, Schedule B, and Schedule C) to:

a) Replace the Bid Schedule to add pay items, remove pay items, and revise units.

b) See Bid Schedule Changes Summary_Amendment 6.pdf for details.

4) Revise the Plan as follows:

a) Schedule A (AC-804579): Replace HWY-386 Sheet 104 (RW-C/2) Ret. Wall Elevation, Detail &

Quantity Summary.

b) See Plan Sheet Changes Summary_Amendment 6.pdf for details.

5) Provide a summary of responses to questions/clarifications asked by potential bidders.

6) The Bid Opening date of June 13, 2023 at 2:00 p.m. EST remains unchanged.

NSN 7540-01-152-8067 OPTIONAL FORM 336 (4-86)

Sponsored by GSA

FAR (48 CFR) 53.110

Amendment No. 0006

Info Page 1 of 1

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Project PR ER DOT PRMNT RPR(12)

Puerto Rico Highway and Transportation Authority Landslide repairs in Ciales, Corozal, and Orocovis, Puerto Rico

Solicitation: 693C73-23-B-000010

The purpose of this Amendment is to:

1) Revise the Special Contract Requirements (J Pages) as follows:

a) Add Specification 615 - Piling.

b) Add Subsection 712-9 Impermeable Membrane (Geomembrane).

c) Subsection 912-5.1 to clarify payment.

d) Subsection 926-3.03 to clarify all references for backfill material.

e) Subsection 926-5.01 to clarify measure.

f) Subsection 934-5.07 to revise subsection reference.

g) Subsection 934-5.08 to revise subsection reference.

h) Subsection 940.08(a)(2) to revise the minimum degree.

i) Table 940-2 to revise the sieve size.

j) Add Specification 968 - Soldier Pile Wall.

k) See SCR Changes_Amendment 6.pdf for details.

2) Revise the PRHTA's Special Provisions applicable to the project as follows:

a) Delete the Special Provision Specification 615 – Piling.

b) Delete the Special Provision Specification 909 – Prefabricated Drainage

Composite.

c) Add Special Provision Specification 912 – Prefabricated Drainage Composite.

d) Add Special Provision Specification 998 – Flowable Fill.

e) See PRHTA’s Special Provisions_Amendment 6 for the additional Special

Provisions.

3) Revise the Bid Schedule (Schedule A, Schedule B, and Schedule C) to:

a) Replace the Bid Schedule to add pay items, remove pay items, and revise units.

b) See Bid Schedule Changes Summary_Amendment 6.pdf for details.

4) Revise the Plan as follows:

a) Schedule A (AC-804579): Replace HWY-386 Sheet 104 (RW-C/2) Ret. Wall Elevation, Detail & Quantity Summary.

b) See Plan Sheet Changes Summary_Amendment 6.pdf for details.

5) Provide a summary of responses to questions/clarifications asked by potential bidders.

6) The Bid Opening date of June 13, 2023 at 2:00 p.m. EST remains unchanged.

Special Contract Requirement (J Pages) changes

1. Add the following after Specification 614, page J-218:

SPECIFICATION 615 — PILING

Add the following after Subsection 615-3.12:

615-3.13 ACCEPTANCE

Materials for specification 615 will be evaluated under Subsections 104.03, 106.02 and 106.03.

615-4. Add the following:

Measure the Section 615 items listed in the bid schedule according to Subsection 109.02.

615-5.01. Delete subsection and substitute the following:

615-5.01. The accepted quantities will be paid at the contract price per unit of measurement for the Section 615 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

615-5.02. Delete subsection 615-5.02.

2. Add the following after Specification 940, page J-340:

712-9 IMPERMEABLE MEMBRANE (GEOMEMBRANE)

712-9.01 Impermeable Membrane (Geomembrane). Furnish impermeable membrane (geomembrane) that consists of textured (roughened) surface polyvinyl chloride, high density polyethylene, or linear low density polyethylene geomembrane with a thickness of 28.5 to 31.5 mils (0.72 to 0.80 millimeters). Glue or weld seams of the geomembrane to prevent leakage.

Conform to Table 712-5.

Table 712-5 Impermeable Membrane (Geomembrane) Requirements

Impermeable Membrane (Geomembrane) Type

Test Method

Polyvinyl chloride (PVC) ASTM D7176(1) High density polyethylene (HDPE) GRI(2) Test Method GM13

Linear low density polyethylene

(LLDPE)

GRI(2) Test Method GM17

(1) The minimum average asperity height is 10 mils (0.25 millimeters). Of 10 readings, 8 of 10 must be greater than or equal to 7 mils (0.18 millimeters) and the lowest individual reading must be greater than or equal to 5 mils (0.12 millimeters).

(2) Geosynthetic Research Institute.

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3. Delete Subsection 912-5.1 and substitute the following:

912-5.1 The accepted quantities will be paid at the contract price per unit of measurement for the Specification 912 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

4. 926-3.03 Delete the second sentence and substitute the following:

All references in the contract to reinforced backfill material, reinforced backfill A-2-4, fill material, granular material, or backfill soils shall be construed to be select granular backfill according to Subsection 940.08.

5. 926-5.01 Delete and substitute the following:

926-5.01 Measure the Specification 926 pay items listed in the bid schedule according to Subsection 109.02 and the following:

(a) Measure Mechanically Stabilized Earth (MSE) Retaining Wall Systems by the wall surface area. The wall surface area will be calculated by multiplying the length of the wall by the height of the wall. The height of the wall is defined as the distance between the bottom wall reinforcement to the top of the wall facing unit corresponding to each section of wall. This work includes furnishing and installing all elements required by the MSE Retaining Wall System including, but not limited to:

(1) Granular backfill within the reinforced soil zone and that required between the end of the MSE retaining wall reinforcement and the excavation slope surface.

(2) Concrete Leveling Pad.

(3) Facing elements, soil reinforcement, connecting devices, joint filler, bearing pads, geotextile filter, subsurface drainage, penetrations such as pipes and other utilities, and any other MSE Retaining Wall System incidentals.

(4) Subsurface drainage or underdrain required to be installed as shown in the plans or approved shop drawings.

(5) Reinforced Concrete Cap including all required incidentals, bond breaker, and expansion joints as shown in the plans or approved shop drawings.

(b) Measure excavation under Section 206.

(c) Measure foundation fill under Section 207.

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6. 934-5.07 Delete subsection and add the following:

934-7.06 The unit prices for Sealing of Concrete Surfaces include full compensation for, furnishing products, materials, labor, equipment, cleaning and applying and all subsidiary items necessary to complete the work. It also includes miscellaneous materials called for in the contract documents or ordered by the Engineer unless they constitute or are specifically covered by other pay items included in the contract.

7. 934-5.08 Delete subsection and add the following:

934-7.07 The accepted quantities will be paid at the contract price per unit of measurement for the Specification 934 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

8. 940.08(a)(2) Delete and substitute the following:

(2) Angle of internal friction on the portion passing 38 degree min.

the No. 10 (2-mm)sieve, AASHTO T 236

9. Table 940-2 Delete and substitute the following:

Table 940-2 Select Granular Backfill Gradation

Sieve Size Percent by Mass Passing Designated Sieve

(AASHTO T 27 & AASHTO T 11)

2 inch (50 mm) 100 No. 40 (425 μm) 0 – 60 No. 200 (75 μm) 0.0 – 15.0

10. Add the following after Specification 940, page J-340:

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SPECIFICATION 968 – SOLDIER PILE WALL

968-1 DESCRIPTION

968-1.01 Scope

a. Construct soldier pile retaining walls consisting of driven or drilled-in soldier piles with either precast concrete panels in between piles or a CIP reinforced concrete face attached to the front of piles unless required otherwise in the plans. Provide CIP reinforced concrete coping as required. Design and construct soldier pile retaining walls based on actual elevations and wall dimensions in accordance with the contract and accepted submittals.

b. Construction of concrete leveling pads.

c. Furnishing and installing and/or erecting all elements required by the SPW system including but not limited to concrete lagging panels, galvanized steel pile, backfill, geotextile, underdrain, concrete encasement, excavation for structure, and sheet piling, helical tieback, verification test, equipment, tools and any other SPW incidentals.

d. All engineering costs are related to the design and construction monitoring.

968-1.02 Summary

a. As part of the work included in this Specification the General Construction Contractor must meet the following:

1. Implement and comply with all the erosion and sediment control measures in the approved Erosion Control Plan.

2. Clear and grub the site along the alignment of the retaining wall, as shown on the construction drawings.

3. Construction drill shaft, install steel soldier piles, and fill with concrete as shown on the construction drawings.

4. Install the precast concrete panels between the soldier piles, as shown on the construction drawings.

5. Construct the wall drainage system as shown on the construction drawings.

6. Place and compact the backfill as shown on the construction drawings.

7. On top of the wall, construct a cast in place concrete barrier type C modified as shown on the construction drawings and specification.

8. Place topsoil and seeding at the disturbed slope as shown on the construction drawings.

968-2.00 Materials

968-2.01 Refer to the Standard Specification for Road and Bridge Construction, latest edition and provide materials meeting the following requirements:

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Material Specification Foundation Fill 203 Borrow Class B, Type A-1 207 Flowable Fill 998 Structural Concrete 934 Joint Material 701-1 Reinforcing Steel 602 Impermeable Membrane (Geomembrane) 712-9 Geotextiles 712-7 Prefabricated Drainage Composite 912 Connector and Drain Pipes 605 Steel Piles 615 Galvanized Steel Piles 715-11 Welded Stud Shear Connectors 715-4

Provide geotextile for separation geotextiles and select material (standard size Borrow Class B, Type A-1) for leveling pads and backfilling.

968-2.02 Precast Concrete Panels and Soldier Piles

The concrete precast panels shall be fabricated in accordance with Section 7, Division II, AASHTO Standard Specifications for Highway Bridges, with the following exceptions and additions.

a. Portland Cement concrete for panels shall be Class IV (General Use) or as called for in the plans and shall meet the requirements of Specification 934.

b. The precast concrete panel units shall be fully supported until the concrete reaches a minimum compressive strength of 1,000 psi (6.9 MPa). The units may be shipped after reaching a minimum compressive strength of 3,400 psi (23.4 MPa). At the option of the Contractor, the units may be installed after the concrete reaches a minimum compressive strength of 3,400 psi (23.4 MPa).

c. Marking - The date of manufacture, the production lot number, and the piece mark shall be clearly scribed on an unexposed face of each panel.

d. Handling, Storage, and Shipping - All units shall be handled, stored, and shipped in such a manner as to eliminate the dangers of chipping, discoloration, cracks, fractures, and excessive bending stresses. Panels in storage shall be supported in firm blocking to protect the panel connection devices and the exposed exterior finish.

e. Tolerances - All units shall be manufactured within the following tolerances:

1. Panel Dimensions - Position of panel connection devices within 1 inch (25.4 mm), except for coil and loop imbeds which shall be 3/16 inch (4.8 mm). All other dimensions within 3/16 inch (4.8 mm).

2. Panel Squareness as determined by the difference between the two diagonals

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Ricardo.Reyes shall not exceed ½ inch (12.7 mm).

Panel Surface Finish - Surface defects on smooth formed surfaces measured over a length of 5 feet (1.52 m) shall not exceed 1/8 inch (3.2 mm). Surface defects on the textured-finish surfaces measured over a length of 5 feet (1.52 m) shall not exceed 5/16 inch (7.9 m).

f. Defects that indicate imperfect molding, defects indicating honeycombing or open texture concrete, cracked or severely chipped panels, and color variation on front of face panel due to excess form oil or other reasons shall be sufficient cause for rejection.

g. Reinforcing Steel - Reinforcing steel bars for panels shall meet requirements of Specification 602 - Reinforcing Steel.

Portland Cement concrete for drilled shaft used in soldier piles must be Class V (General Use) or as called for in the plans and shall meet the requirements of Specification 934.

Soldier Piles shall be rolled steel sections of the weight and shape called for on the plans. They shall be structural steel meeting the requirements of AASHTO M 183.

Piles bent or otherwise injured will be rejected.

968-2.03 Preconstruction Requirements Submittals

a. Provide product data and test results for the following:

1. Off- site soil, if required.

2. Geotextile.

3. Drainage stone.

4. Soldier piles.

5. Concrete panels.

6. Samples of 12-by-12-inch of drainage geotextile.

b. Provide material test reports from a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated:

1. Classification according to ASTM D 2487 (AASHTO M 145) of each on-site and borrow soil material proposed for fill and backfill.

2. Laboratory compaction curve according to ASTM D 698 (AASHTO T 99 / AASHTO T 180) for each on-site and borrow soil material proposed for fill and backfill.

c. Provide method of excavation to ensure slope stability.

d. Procedures and materials for repairing corrosion protection coating in the field.

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968-3.00 Construction

968-3.01 Wall Excavation

Excavation for construction of Soldier Pile Wall shall be performed in accordance to Specification 206

– Excavation for Structure.

968-3.02 Foundation Preparation

a. Control drainage during construction in the vicinity of soldier pile walls. Direct run off away from soldier pile walls and areas above and behind walls. Contain and maintain Borrow Class B, Type A-1 and backfill and protect material from erosion.

b. Unless required otherwise in the plans, install foundations located behind soldier pile walls before beginning wall construction if the horizontal distance to the closest foundation is less than the height of the tallest wall section.

c. Install soldier pile wall in accordance with the accepted submittals and as directed. Do not excavate behind soldier pile walls unless a temporary slope is shown in the accepted submittals. If over excavation occurs and is not approved, repair walls with an approved method. A revised soldier pile wall design or construction plan may be required.

968-3.03 Piles

a. If a temporary slope is shown in the accepted submittals, excavate the slope before installing piles. Otherwise, install piles before excavating. Weld stud shear connectors too.

Install piles within 1-inch (25 mm) of horizontal and vertical alignment shown in the construction drawings and with no batter. Minimize alignment variations between piles to maintain lip contact between precast panel and steel pile flanges of a minimum of 2-inches (50 mm) or as shown in the construction drawings. Prevent variations in thickness of the precast panel as shown in the construction drawings. Locate piles with the minimum required concrete facing thickness, and roadway clearances are maintained for variable pile alignments.

b. Install piles within 25 mm of horizontal and vertical alignment shown in the construction drawings and with no negative batter (piles leaning forward). Minimize alignment variations between piles to maintain lip contact between precast panels and steel pile flanges as shown in the construction drawings. If no lip contact dimension is shown in the construction drawings, provide a minimum lip contact on each side of the precast concrete panel of 50 mm or as approved by the Engineer.

c. Locate piles so the minimum required concrete facing thickness and roadway clearances are maintained for variable pile alignments. The Contractor shall furnish an appropriate template provided with a level for use in checking the batter of piles.

d. Install piles to the required elevations. Do not splice piles. If necessary, cut off piles at elevations shown in the accepted submittals along a plane normal to the pile axis. Soldier Piles when placed in the leads shall not exceed the camber and sweep permitted by allowable mill tolerance.

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e. Use pile excavation to install drilled-in piles. If over excavation occurs, fill to required elevations with Concrete or Borrow Class B, Type A-1 as approved by the CO before setting piles. After filling holes with concrete to the elevations shown in the accepted submittals, remove any fluids and fill remaining portions of holes with flowable fill. Cure concrete at least 7 days before excavating.

f. The Contractor shall maintain at the project site at all times prior to the filling of drilled shafts, a light suitable for the inspection of the drilled holes and soldier piles that have been placed. Any shaft or soldier piles which have been improperly drilled, placed, broken or is otherwise defective, shall be removed and replaced, or otherwise corrected to the satisfaction of the Engineer, at no additional cost to the Government.

g. The inside of shafts shall be cleaned and all loose material removed before concrete is placed. The concrete shall be placed in one continuous operation from tip to cut-off elevation and shall be carried on in such a manner as to avoid segregation. The top 10 feet (3 meters) of concrete filled shells and pipes, or to the depth of any reinforcing cage, whichever is greater, shall be consolidated using acceptable vibratory equipment.

h. No drilled shafts shall commence until all adjacent drilled shafts within a radius of 5 feet (1.5 m) or 4 1/2 times the average drilled shaft diameter, whichever is greater, have been filled with concrete and soldier piles installation is completed. If drilled shafts are exposed for more than 24 hours, ensure proper drainage away from the drilled shaft and cover using an approved material.

i. Notify the Engineer if refusal is reached before pile embedment depth requirements or driven piles attain the required penetration. When this occurs, a revised soldier pile wall design or construction plan submittal may be required. When a minimum pile penetration into rock is noted in the plans, rock is as determined by the CO.

968-3.04 Excavation

a. If a temporary slope is shown in the accepted submittals, excavate the slope as shown.

Otherwise, excavate in front of piles from the top down in accordance with the accepted submittals. Excavate in staged horizontal lifts with a maximum height of 5 ft.

b. Install temporary support within 24 hours of excavating each lift unless otherwise approved. The installation may be delayed if it can be demonstrated that delays will not adversely affect excavation stability. If excavation faces are exposed for more than 24 hours, use polyethylene sheets anchored at top and bottom of lifts to protect excavation faces from changes in moisture content.

c. If an excavation becomes unstable at any time, suspend soldier pile wall construction, and temporarily stabilize the excavation by immediately placing an earth berm up against the unstable excavation face. When this occurs, repair walls with an approved method provide a revised soldier pile wall design and construction drawing, if required.

d. Remove flowable fill and material in between piles as necessary to install precast concrete panels. Do not excavate the next lift until temporary support for the current lift is accepted.

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968-3.05 Wall Drainage Systems

a. Install wall drainage systems as shown in the accepted submittals and in accordance with the Specifications. Place the double sided geocomposite sheet drains with the geotextile side facing away from wall faces. Secure sheet drains so drains are in continuous contact with surfaces to which they are attached and allow for full flow the entire height of soldier pile walls. Discontinuous sheet drains are not allowed. If splices are needed, overlap sheet drains at least 12-inches (305 mm) so flow is not impeded. Connect sheet drains to aggregate leveling pads by embedding drain ends at least 4" into Borrow Class B, Type A-1.

968-3.06 Leveling Pads, Panels, Concrete Barrier, and Concrete Facing

a. Construct aggregate leveling pads at elevations and with dimensions shown in the accepted submittals. Compact leveling pads in accordance with contract specifications.

b. Set panels against pile flanges as shown in the accepted submittals. Position panels with at least 2-inches of contact in the horizontal direction between the panels and pile flanges. If contact cannot be maintained, remove panels, fill gaps with joint filler and reset panels. Securely support panels until enough Borrow Class B, Type A-1 or backfill is placed to hold panels in place.

c. Construct concrete barrier as shown in the construction drawings. When single faced precast concrete barrier is required in front of and against soldier pile walls, stop coping just above barrier so coping does not interfere with placing barrier up against wall faces. Fill gap with Class V select material (standard size No. 78M stone). Otherwise, fill the gap with a backer rod and seal joint between barrier and soldier pile wall with silicone sealant.

d. Construct concrete facing in accordance with the construction drawings.

968-3.07 Backfill

a. For fill sections or if a temporary slope is shown in the accepted submittals, backfill behind piles, panels, and concrete. Otherwise, backfill voids behind panels, lagging and piles with Borrow Class B, Type A-1 as shown in the accepted submittals. Ensure all voids between panels and lagging and between piles, lagging and excavation faces are filled with Borrow Class B, Type A-1. Compact stone to the satisfaction of the Engineer.

968-3.08 Pile Coating

For soldier pile walls with panels, clean exposed galvanized or painted surfaces of piles with a 2,500-psi pressure washer after wall construction is complete. Repair galvanized surfaces that are exposed and damaged. Collect runoff water in accordance with the approved erosion control and National Pollutant Discharge Elimination System (NPDES) project documents.

968-3.09 Project Conditions

a. Existing Utilities: The existing conditions are established based on the information included in the Existing Site Plan prepared by the surveyor. Any discrepancy of the existing conditions with the aforementioned plan must be notified to the engineer before starting the

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Ricardo.Reyes works. Do not interrupt utilities service unless permitted in writing by the Engineer and then only after arranging to provide temporary utility.

1. Notify Engineer and Owner not less than two days in advance of proposed utility interruptions.

b. The general soil and rock stratigraphy is indicated by the boring logs included on the construction drawings.

c. Access shall be maintained for the affected residents along the roadway throughout the duration of the project. If restricted access is required property owners shall be notified a minimum of 5 days in advance in writing.

d. The contractor shall limit access to the work area during the duration by utilization of a temporary fence or other acceptable methods.

968-3.10 Environmental Control

a. Soil Erosion and Sediment Control: The Contractor shall not begin any earth disturbing activities until all soil erosion and sediment control measures required under approved Soil Erosion and Sediment Control Plan have been installed by the Contractor and inspected and approved by the Owner or the Engineer.

b. Dust Abatement: During the performance of the work required by these specification or any operations appurtenant thereto, whether on right of way provided by Owner or elsewhere, the Contractor shall furnish all the labor, equipment, materials and means required and shall carry out proper and efficient measures wherever and as often as necessary to reduce the dust nuisance and to prevent dust which has originated from their operations from damaging the surrounding area or causing nuisance to persons.

c. Air Pollution: The Contractor shall comply with applicable federal, state and local laws and regulations concerning the prevention and control of air pollution. During construction activities and operation of equipment, the Contractor shall utilize such practicable methods and devices as are reasonable and available to control, prevent and otherwise minimize atmospheric emission or discharges of air contaminants. Equipment and vehicles that show excessive emissions of exhaust gases due to poor engine adjustments or other inefficient operating conditions shall cease operations until corrective repairs or adjustments are made.

d. Noise Pollution: The Contractor shall keep construction activities under surveillance and control to minimize environmental damage by noise. Comply with the applicable federal state and local laws.

968-4 Execution

968-4.01 Preparation

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a. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

b. Protect existing trees and other vegetation that is not designated for removal during construction activities.

c. Preparation of subgrade for earthwork operations including removal of vegetation, topsoil, debris, obstructions, and deleterious materials from ground surface.

d. Protect and maintain erosion and sedimentation controls during construction operations.

968-4.02 Installation of Soldier Pile and Lagging

a. Construct drilled shafts in accordance with the requirements Subsections 901-3.01 to 901-3.18 of the Specifications. Drill to the depth specified in the Construction Drawings.

b. After a pile has been seated plumb in the drilled shaft, encase it with concrete from the bearing tip to level of adjacent sub grade excavation.

c. The drilled shaft excavation and soldier piles installation must be in the locations shown in the contract documents, and must not deviate from vertical plumb by more than

0.75 percent.

d. Drilled shaft excavations and soldier piles installation must be completed within the required tolerances. Contractor must request approval of correctives measures to an unacceptable drilled shaft excavation by providing engineering analyses that show the proposed corrections, to the misalignment and improper positioning will provide the required performance of the soldier pile wall as established in the original design. Approval of correction methods may be given only as engineering analyses indicate with any approved combination of the following methods:

1. Over drilling the shaft excavation to a large diameter to permit accurate placement of the reinforcing steel cage with the required minimum concrete cover.

2. Other method proposed by the Contractor and approved by the Engineer.

Analyses and redesign drawings and computations prepared by the Contractor’s Engineer shall be sealed and stamp by a Professional Engineer licensed by the Commonwealth of Puerto Rico. Any out of tolerance shafts shall be backfilled in an approved manner when directed by the CO until the redesign is complete and approved. Additional materials and work necessary, including engineering analysis and redesign, to effect corrections of out of tolerance drilled shaft excavations shall be furnished by the Contractor at no cost to the Government.

e. Provide reinforced precast concrete members, secured in place to soldier piles, between the flanges of the soldier piles. Install lagging horizontally with no gaps between precast members. Position precast concrete panels to ensure the lip contact between precast panels and steel pile flanges is as shown in the construction drawings. If no lip contact dimension is shown in the construction drawings, provide a minimum lip contact on each side of the precast concrete panel of 50 mm or as approved by the CO.

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968-4.03 Subgrade Inspection

a. Notify Testing Laboratory and Geotechnical Engineer 24 hours prior to excavations reaching required subgrade and prior to the beginning of pre boring holes for soldier piles.

b. If Testing Laboratory and or the Geotechnical Engineer determines that unsatisfactory soil is present, or the soldier pile borehole does not meet the requirements of the Construction Drawings and Specification, the Contractor must notify immediately the CO and do the following:

1. Continue excavation and replace with compacted engineered fill material as directed by the CO.

2. Modify the soldier beam borehole, as directed by the CO, to meet the requirements of the Construction Drawings and Specifications.

c. Reconstruct, without additional compensation, subgrades or foundations damaged by, rain, accumulated water, or construction activities, as directed by the Engineer.

968-4.04 Backfilling of Retaining Wall

a. Notify Testing Laboratory and Engineer 24 hours prior to starting the placement of soil fill.

b. Fill Placement - Place and compact Satisfactory fill to required elevations indicated on the Construction Drawings. The aggregate drainage layer shall be placed in layers not exceeding 6 inches in compact thickness. Each lift shall be compacted with a vibratory roller or large plate tamper until the in-place density of the material is equal to or greater than 95 percent of the maximum dry density as determined by ASTM D 698 (AASHTO T 99 / AASHTO T 180) methods. Where representative compaction tests (via nuclear densometer) cannot be obtained, acceptance shall be determined visually, by the CO, using a roller pass, non-deflect criteria.

1. All cohesive fill materials placed as backfill or required to attain finished grades shall be placed in horizontal layers. The material shall be placed in maximum 6-inch compacted lift thickness. Each lift shall be compacted to in- place density is equal to or greater than 100 percent of the maximum dry density as determined by ASTM D 698 AASHTO T 99 / AASHTO T 180) methods. Lift thickness should be adjusted depending on the available compaction equipment. All fill materials should be moisture conditioned to within 2% percent of the optimum moisture content at the time of placement.

2. At the end of each day’s operation, the Contractor’s shall slope the level of the fill away from the wall facing to rapidly direct runoff away from the face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site.

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968-4.05 Final Grading

a. Complete pavement, walks, and other or other repairs, including utilities, necessitate by the retaining wall construction, prior to finish grading.

b. Complete rough grading and verify grade elevations to assure conformance with contours and elevations indicated on the Construction Drawings prior to the spread of topsoil.

c. Repair settlements and washouts. Scarify areas to receive topsoil to a depth of 4 inches.

d. Spread topsoil to a uniform depth not less than 4 inches overall areas graded under this Contract not receiving other surfacing.

e. Hold surface of topsoil ½ inch below walk and pavement surfaces in the area to be seeded.

f. Lightly roll and compact finish surface to minimize wind and water erosion.

g. Grade areas to uniformly smooth surfaces, free from irregular surface changes and areas which pocket water.

h. Grade overland sheet drained areas to tolerances of ¼ percent slope in a distance of 20 feet on slopes between ½ percent and one percent; ½ percent slope in 20 feet on slopes above one percent and less than two percent; and one percent in 20 feet on slopes greater than 2 percent.

968-05 ACCEPTANCE

968-05.01 Material for soldier pile wall will be evaluated under Subsections 106.02 and 106.04.

968-06 METHOD OF MEASUREMENTS

968-06.01 Measure the Section 968 pay items listed in the bid schedule according to Subsection

109.02 and the following as applicable:

Measure precast concrete panel by the square meter of paneled wall surface area, completed, in place, and accepted. The area will be bounded by the top elevation of the leveling pad to the top elevation of the retaining wall and the length of the wall. This shall include the surface area of the nominal panel, joint openings, and wall penetrations such as pipes and other utilities. Do not measure leveling pads, coping, or parapets.

Measure drilled shaft by a linear meter as shown in the construction drawings from the plan top elevation to the approved tip. Do not measure portions of the shafts outside the tip elevation shown in the construction drawings.

Measure soldier pile in place by a linear meter.

Do not measure concrete used for drilled shafts for payment.

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Do not measure excavation for soldier pile wall construction for payment.

Do not measure flowable fill for soldier pile wall construction for payment.

Do not measure prefabricated drainage composite for payment.

968-07 BASIS OF PAYMENT

968-07.01 The accepted quantities will be paid at the contract price per unit of measurement for the Specification 968 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

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Revised April 13, 2017

SPECIAL PROVISION

SPECIFICATION 912 – PREFABRICATED DRAINAGE COMPOSITE

SP-912-1 of 7

912.1 DESCRIPTION

912-1.01 Scope

a. This work shall consist in furnishing and installing prefabricated vertical drainage composites behind completed retaining walls and abutments in order to collect and drain groundwater and avoid hydrostatic pressure build-up. These drains shall be installed following the Manufacturer’s recommendations and at the locations and to the limits shown on plans or established by the Engineer.

b. This item shall also include any materials or incidentals required for the proper completion of the item.

c. A complete set of installation procedures shall be submitted for approval. The approved procedure shall be strictly followed during construction.

912.2MATERIALS

912-2.1 General

a. The prefabricated drainage composites shall consist in a 3-dimensional high density polyethylene or PVC drainage core with a securely bonded geotextile filter fabric cover. These composites shall be provided in rolls or panels and shall be non-biodegradable, have

UV stabilizers and have a compressive strength capable of withstanding twice the anticipated earth pressures. Compressive strength shall be determined in accordance to ASTM D-1621.

Hydraulic flow rates shall be determined in accordance with ASTM

D-4716.

912-2.2 Acceptance of Materials

a. The Contractor shall submit copies of independent laboratory test results and a Certificate of Compliance certifying the product complies with specifications and is suitable for use under the conditions depicted in plans.

b. The specified properties of drainage panels must be supported by test results from an independent laboratory, documenting the specified flow rate in the plane of the core and creep performance of the

PRHTA's Sepcial Provisions_Amendment 6

SPECIFICATION 912 – PREFABRICATED DRAINAGE COMPOSITE

SP-912-2 of 7 polymer core. The testing conditions shall comply with ASTM D-

4716 as follows:

1. Hydraulic Gradient: 1.0 for vertical installations and 0.05 for horizontal installations.

2. Normal Pressure (pressure imposed perpendicular to the plane of the core): Equal to 3600 psf.

3. Creep: Model long-term compression of the prefabricated drainage composite system and determine if the drain product flow channels become restricted with time. Long-term creep/drainage performance shall be determined by measuring flow after 300 continuous hours under the above referenced normal pressure. The test method shall utilize a loading system that models the soil/drainage product interaction.

4. Flow Direction: Flow shall be measured on only one side of the core. Where the core geometry differs in principal directions, flow shall be measured in both directions, simulating water flowing vertically down a wall and horizontally across the face of the wall to accurately determine maximum flow rate in critical principal direction.

c. Conditions of Acceptance for Prefabricated Drainage Composite:

Property Test Method Unit Geotextile Drainage Core

Thickness ASTM D1777 in - 0.40 (min.)

Compressive Strength ASTM D1621 psf - 16,500 (min.)

Maximum Flow Rate¹ ASTM D4716 gpm/ft - 17 (min.)

Installed Vertically² ASTM D4716 gpm/ft - 14.5 (min.)

Apparent Opening Size ASTM D4751 US Std. Sieve 40 (min.) -

Water Flow Rate ASTM D4491 gpm/ft² 200 (min.) -

Grab Tensile Strength ASTM D4632 lbs 80 (min.) -

Grab Elongation ASTM D4632 % 60 (max.) -

Puncture Resistance ASTM D4833 lbs 100 (min.) -

All flow rates were tested at 3600 psf.

¹In plane flow rate @ gradient of 1.0.

²Installed flow rate with concrete overburden @ vertical gradient of 1.0.

SP-912-3 of 7

912-3 CONSTRUCTION REQUIREMENTS

912-3.1 General

a. Installation of the pre fabricated drainage composite shall be as per the Manufacturer’s recommendations. Filter fabric shall be completely wrapped around the perforated collector pipes. Splicing shall be as per the Manufacturer’s recommendations and shall be protected from exposure to sun light.

b. During transportation and storage the material shall be maintained in its original package and shall be protected from exposure to sunlight.

c. Backfill shall be carefully compacted in the vicinity of the drains and shall consist in the use of lightweight equipment on reduced lifts.

Compation operations shall be coordinated with the Manufacturer to avoid overloading the material.

912-3.2 Examination

a. The Contractor shall be verified substrate conditions prior to installation. The condition shall be acceptable for product installation in accordance with Manufacturer’s instructions. Do not proceed with drainage installation until substrate conditions are acceptable for compliance with Manufacturer’s warranty requirements.

912-3.3 Surface Preparation

a. Adjacent Surfaces Protection: Protect adjacent work areas and finish surfaces from damage during installation operations.

b. Concrete Surface Preparation: Prepare concrete surfaces to receive drainage composite. Surfaces shall be smooth, free of depressions, voids, protrusions, clean and free of other surface contaminants that may impair the performance of drainage and Manufacturer’s warranty requirements.

1. Cast-in-Place Concretes: Decks shall be monolithic, smooth, free of voids, spalled areas, laitenance, honeycombs, and sharp protrusions.

SP-912-4 of 7

2. Precast Concrete Decks: Decks shall be mechanically secured to minimize differential movement and each joint between precast units shall have an installed backer rod. Grout precast units as recommended by Manufacturer.

3. Shotcrete: Surface shall be monolithic and smooth with no undulations, irregularities or exposed wire mesh.

c. Substrate Cleaning: Clean substrate that is to receive drainage.

Remove loose debris and other harmful contaminants that will affect performance of drainage composite.

912-3.4 Drainage Course Installation

a. Vertical Surfaces:

1. Completed Walls: Position the panel with the flat side against the wall and filter fabric toward the soil/drainage side.

Manufacturer’s contact adhesive or a washer headed concrete nail may be used to attach the panel against the concrete wall.

2. Over Waterproofing Membrane: Place the prefabricated drainage composite over the waterproofing membrane.

3. Shoring Systems or Vertical Soil Excavations: Position the panel with the fabric facing the shoring or soil. Nails of sufficient length should be used to pin the panel directly against the shoring or soil. The fabric should lay flat against the shoring or soil to minimize voids. Concrete or shotcrete may be placed directly against the backside of the prefabricated drainage composite.

4. Buttress Drainage and Landslide Repair: Prefabricated drainage composite should be rolled out fabric side down onto the properly prepared subgrade. A “chimney” drain type drain pattern should be formed.

i. Spacing between Prefabricated drainage composite chimney drains will be dictated by the engineer. Chimney drains should be connected to the continuous horizontal collector panel by overlapping a minimum of 12" (30 cm) into the collector panel.

SP-912-5 of 7

ii. Prefabricated drainage composite panels may be secured to the subgrade by ballasting with soil or nailing through the prefabricated drainage composite panel into the underlying hillside. Fabric flaps must be folded over onto the core and secured with duct tape or soil ballast.

5. Edge Drain or Trench Drain:

i. Prefabricated drainage composite should be laid out in 50 to 500 foot lengths adjacent to the previously cut/excavated trench.

ii. Panel end laps may be connected by overlapping the panels and applying locking clips or buttoning of the dimples.

Flexible, corrugated polyethylene or rigid PVC pipe, which has been wrapped with filter fabric, should be placed in the bottom of the trench. The prefabricated drainage composite panel should be lowered into the trench beside the pipe and temporarily secured to the trench wall by nailing or propping. The fabric side of the panel must face the direction from which the water is flowing. Fabric overlaps on the top of the prefabricated drainage composite panels should be draped over the back of the core and if there is insufficient fabric, the core shall be cut out from the fabric by a depth of 3 dimples to provide excess fabric for wrapping the core. Backfilling should be completed immediately.

6. Connecting Adjacent Panels: Connect adjacent panels at the longitudinal edge by pulling the filter fabric back to expose the flange. The panel edge should be butted to the edge of the adjacent panel dimple to dimple or the edge of the next panel may be placed over two dimples and interlocked. Panel ends are to be attached in the same manner. Connections should be completed in shingle fashion so that moisture will flow with the overlap and not against it. Overlap fabric in the direction of water flow. Cover all terminal edges with the filter fabric flap by tucking in behind the core and if there is insufficient fabric, the core shall be cut out from the fabric by a depth of 3 dimples to provide excess fabric for wrapping the core.

SP-912-6 of 7

912-3.5 Discharge Connections

a. Drainage:

1. Foundation/Retaining Wall: Install prefabricated drainage collection system in a vertical foundation wall to a horizontal footing configuration. Adhere prefabricated drainage collection system to the substrate using Manufacturer’s contact adhesive or

SecurTape tape. Place the hinged portion of the prefabricated drainage collection system against the vertical/horizontal transition and press into place. Connect adjacent panels by pulling filter fabric back to expose the flange. Overlap the flange of the core of edge drain on to the flange of the preceding drain core. Cover the joint with the filter fabric. Install prefabricated drainage composite in shingle fashion by overlapping the flange of the prefabricated drainage collection system in the direction of water flow and cover with filter fabric. Cover all terminal edges of the core with the fabric flap by tucking it behind the core.

2. Discharge Connection Installation: Leaving the filter fabric in place, slide the connector outlet over the horizontal portion of the prefabricated drainage collection system and wrap with filter fabric.

3. Where drainpipe is indicated, place the drainpipe next to the core. Wrap the drainpipe or rock-pipe drain combination with an auxiliary piece of filter fabric.

b. Weep Holes: Cut a hole in the core corresponding to the size and location of the weep hole. Avoid cutting a hole in the fabric by cutting the backside of the core between the dimples. A four dimple square area cut between the dimples (2-1/2 square inch) should be sufficient for most applications.

c. Terminal Connections and Protrusions: Cover all terminal edges with the integral fabric flap by tucking it around the edge of the core and securing it. At protrusions, cut the core around the protrusion, cut an

“X” in the fabric, and tape the fabric around the protrusion. Dirt and concrete must not infiltrate the core.

SP-912-7 of 7

912-3.6 Cleaning and Protection

a. Cleaning: Remove temporary coverings and protection of adjacent work areas. Repair or replace damaged installed products. Clean installed products in accordance with Manufacturer's instructions prior to

Engineer's acceptance. Remove construction debris from project site and legally dispose of debris.

b. Protection: Protection installed products finished surfaces from damage during…