Special_Provisions_RPR(14).pdf

Specification Description Revision Date Page Revision Date Page

615 PILING October 20, 2003 2

621 MARKERS AND DELINEATORS September 8, 2014 3

626 PLANTING April 25, 2017 10

CONTRACTOR QUALITY CONTROL PLAN (CQCP) REQUIREMENTS FOR

HOT MIX ASPHALT (HMA)

June 28, 2017 15

901 DRILLED SHAFT FOUNDATIONS November 1, 2007 22

909 PRE‐FABRICATED DRAINAGE COMPOSITE April 20, 2017 49

910 BRIDGE TRANSITION UPGRADES AND TRANSITION MODULES January 12, 2018 51

916 OSTERBERG CELL LOAD TESTING March 7, 2017 55

931 REMOVAL AND DISPOSAL OF LEAD‐BASED PAINTS August 12, 2003 62

932 REMOVAL AND DISPOSAL OF ASBESTOS October 17, 2003 65

934 STRUCTURAL CONCRETE October 23, 2003 67

938 LIGHTING FOR NIGHTTIME CONSTRUCTION April 7, 2008 97

947 MILLED RUMBLE STRIP (MSRS) April 26, 2017 102

959 HOT MIX ASPHALT (HMA) PAVEMENT (SUPERPAVE) June 28, 2017 105

GROUND TIRE RUBBER MODIFIED ASPHALT CONCRETE FRICTION

COURSES

September 11, 2011 134

962 WARM MIX ASPHALT (WMA) PAVEMENTS ‐ MARSHALL September 11, 2011 147

963 SOIL NAIL WALL SYSTEM June 13, 2018 152

964 WARM MIX ASPHALT (WMA) PAVEMENTS SUPERPAVE September 11, 2011 167

965 ASPHALT SAFETY EDGE February 22, 2012 171

990 MECHANICALLY STABILIZED EARTH (MSE) RETAINING WALL SYSTEM May 13, 2021 173

991 MECHANICALLY STABILIZED EARTH SLOPES January 4, 2018 194

992 SPECIAL BORROW EMBANKMENT January 4, 2018 200

PRHTA Special Provisions Index

Revised: October 20, 2003

SPECIAL PROVISION

REVISIONS TO STANDARD SPECIFICATION 615 –

PILING

SP-615/Page 1 of 1

615-3.1 CONSTRUCTION REQUIREMENTS

Add the following paragraph to Article 615-3.12:

The Contractor shall replace and/or repair damaged sensors, cables, PDA-PAK and any other accessory required to perform PDA up to an amount of four thousand dollars ($4,000), as a subsidiary obligation to piles pay items included in the proposal schedule. When the cost of repairs of the equipment is over four thousand dollars ($4,000), the amount in excess will be paid for on a force account basis.

September 8, 2014

REVISION TO STANDARD SPECIFICATION 621 –

MARKERS AND DELINEATORS

SP-621/Page 1 of 7

621-1 DESCRIPTION

621-1.01 Scope

Add the following to Article 621-1.01

e. This work shall also include furnishing and installation of Flexible Delineators consisting of posts, retro-reflective sheeting and anchoring devices at the locations shown on the plans or contract documents. Flexible delineators are traffic delineators surface or ground mounted and designed to withstand multiple impacts

f. This work shall also include furnishing and installation of traffic delineators mounted on guardrail, concrete barriers, bridge parapets and retaining walls. These delineators consist of reflector panels, retro-reflective sheeting and anchoring devices at the locations shown on the standard drawings, project plans or contract documents.

621-2 MATERIALS

Add Articles 620-2.03 and 620-2.04

621-2.03 Flexible Delineators

a. Flexible delineators shall have a post consisting of a flexible, durable, UV resistant and non- discoloring material for maximum visibility and increased impact resistance. Posts shall be yellow or white for permanent installations and orange for

Maintenance and Protection of Traffic applications. The post shall be a minimum 3 inches wide at the base and at least 48 inches high. The delineator post shall provide an area suitable for the application of retro-reflective sheeting. The flexible delineator posts shall be compatible with an anchor which will hold the post in vertical position by a locking or bolting mechanism. The mechanism shall be such that when a post is no longer serviceable, it can be removed and a new post can be inserted to the anchor and locked or bolted into place.

b. Tubular posts shall be acceptable for this specification. The posts may have round, semi-round, oval, cloverleaf and other shapes to increase the strength and rebounding properties of the post. Flat delineator posts shall not be acceptable for this specification. Tubular posts shall have a minimum width profile viewable from the traffic direction of 3 inches through its entire length. If the shapes of the delineator post

REVISION TO STANDARD SPECIFICATION 621 –

MARKERS AND DELINEATORS

SP-621/Page 2 of 7 changes, the upper end shall be at least 12 inches long. If the flexible delineator posts are exposed to bidirectional traffic, tubular posts shall be equally viewable from all directions and designed to receive multiple heavy impacts from all directions.

c. Drivable and surface mount anchors shall be acceptable for this specification.

A drivable, reusable metal anchor shall be used for roadside installations. The drivable anchor shall have a locking mechanism to which a post can be attached and held in place. A surface mount designed by the manufacturer to be held in place with anchor bolts and a locking device to secure the post shall be used for installations on the road surface. A surface mount shall be rounded on its edges and lightweight to avoid dangerous debris after a heavy impact to the anchor. Surface mounts with anchoring not designed and tested by the manufacturer shall not be acceptable under this specification.

d. Tubular flexible delineators shall comply with the crashworthiness requirements of a Category 1 Traffic Control Device, with evidence of independent testing following the recommendations and guidelines of NCHRP Report 350 Test

Level 3 procedures. In addition, flexible delineators shall have specifications, which conform to the most current edition of the Manual on Uniform Traffic Control Devices

(MUTCD), as adopted by PRHTA.

e. The flexible delineator posts shall be capable of withstanding at least fifty (50) impacts before replacement. If the flexible delineator posts are exposed to bidirectional traffic, they shall be designed to receive impacts from all traffic directions. The testing criteria for these posts shall be in accordance with the AASHTO’s National

Transportation Product Evaluation Program (NTPEP) Field Performance and

Laboratory Evaluation of Selected Flexible Delineators impact testing report. Flexible delineator posts shall be acceptable for this specification if a minimum of 6 of 8 posts tested have not failed. The following conditions will be considered a failure:

1. The flexible delineator post has torn loose or pulled out of the ground.

2. The flexible delineator post has lost more than 10 percent of the post’s exposed length.

3. The flexible delineator post is at an angle greater than 10 degrees from a vertical position.

REVISION TO STANDARD SPECIFICATION 621 –

MARKERS AND DELINEATORS

SP-621/Page 3 of 7

4. The flexible delineator post has less than 50 percent of the retro-reflective sheeting remaining.

5. The surface mount or drivable anchor has torn loose or pulled out of the ground.

f. The NCHRP350 crashworthiness and NTPEP impact testing requirements shall be re-tested when the materials composition has changed, or when the original design has changed.

g. The furnished materials are subject to field inspection by the Engineer as provided in article 621-3.03 of Standard Specification 621 – MARKERS AND

DELINEATORS. The Authority reserves the right to reject materials that do not comply with this specification.

h. The colors of the flexible delineator posts for permanent installations shall be limited to white and yellow, matching the pavement marking colors. When flexible delineators are used as object markers, the posts shall be yellow regardless of the pavement marking color. Orange flexible delineator posts shall be used for work zone applications only.

i. The upper end of the flexible delineator post shall include factory installed retro-reflective bands. The horizontal bands shall be a minimum of 3 inches high and cover the entire post, viewable from all directions. The colors for each retro-reflective band shall comply with ASTM D4956. For yellow delineators used as object markers, the band pattern shall consist of three horizontal stripes, alternating two white bands with one yellow band between the two white bands. A fluorescent orange band shall be used in the place of the yellow band when an orange delineator post is used. For white or yellow delineators not used as object markers, the band pattern shall consist of two white or yellow horizontal stripes, matching the color of the delineator posts. Retro-reflective bands not installed at the factory shall not be acceptable under this specification.

j. Each of the bands shall consist of factory installed flexible retro-reflective sheeting. Yellow and white retro-reflective prismatic sheeting material shall comply or exceed the requirements of ASTM D4956 Type IV. Fluorescent orange retro-reflective prismatic sheeting material shall comply or exceed the requirements of ASTM D4956

Type IV or their equivalent requirements for work zone applications, as determined by the Authority. The retro-reflective flexible prismatic sheeting shall be installed by the

REVISION TO STANDARD SPECIFICATION 621 –

MARKERS AND DELINEATORS

SP-621/Page 4 of 7 manufacturer and shall comply with the performance requirements of this specification.

The design and placement of the bands shall follow this specification and the most current MUTCD requirements.

k. Prior to their use, the Contractor shall submit the Engineer a certificate of compliance in a form meeting the requirements of section 106.06 of the General

Provisions. This certificate shall be submitted before furnishing any materials. The certificate of compliance shall be accompanied by the following:

1. Flexible Delineator product catalog, manuals and specification.

2. A copy of the Federal Highway Administration (FHWA) acceptance letter or a letter of self-certification that complies with FHWA crashworthiness requirements.

3. NTPEP impact testing results and applicable certification.

4. Retro-reflective band sheeting ASTM specifications.

l. The Authority reserves the right to prohibit the use of a flexible delineator product in any project if the Contractor does not comply with the requirements of this specification or if the flexible delineator does not exhibit appropriate behavior or performance in the field, as determined by the Authority. The removal and replacement of any flexible delineator in non-compliance with all of the above shall be the

Contractor’s responsibility and at no cost to the Authority.

621-2.04 Guardrail or Concrete Barrier Mounted Traffic Delineators

a. Guardrail or Concrete Barrier Traffic Delineators shall consist of reflector panels with retroreflective sheeting mounted to guardrail or concrete barrier, built to the design and of the materials indicated in this specification and as shown on the plans or the standard drawings.

b. The reflector panel materials for traffic delineator guardrail or concrete barrier mounted shall be fabricated of steel, following the requirements of straight guardrail reflector panel as per standard drawings.

c. The Contractor may use high strength plastic for the reflector panels, following the requirements of straight guardrail reflector panel as per standard drawings.

SP-621/Page 5 of 7

The plastic panel shall be UV resistant, durable and with high impact resistance, conforming to the parameters indicated in the standard drawings. The

Contractor shall submit product technical data for Engineer evaluation and approval.

d. The concrete barrier traffic delineator shall have a retroreflective sheeting of 5 inches by 5 inches.

e. The guardrail traffic delineator shall have a retroreflective sheeting of 6 inches by 4 inches, following the design of the straight guardrail reflector panel shown in the standard drawings.

f. Reflective sheeting for traffic delineators shall conform to the requirements of

ASTM D4956 for a Type IV material. The adhesive backing for these markers shall be class 1 or class 2.

g. The color of the retroflective sheeting shall conform to the color of the adjacent pavement markings.

h. If the guardrail or concrete barrier is on a median or any location where it requires sheeting on both sides, the corresponding retroflective sheeting shall be installed on both sides of the plate as a subsidiary obligation of the contractor under the corresponding traffic delineator pay item.

621-3 CONSTRUCTION REQUIREMENTS

Add Articles 621-3.04 to 621-3.11

621-3.04 When orange flexible delineators are used for work zone applications or according to maintenance and protection of traffic plans (MPTP), the contractor shall remove them whenever the work zone application or the MPTP changes and when the road works are finished. Removal and disposal of orange flexible delineator posts shall be a subsidiary obligation of the Contractor under the pay items listed below.

621-3.05 Installation of each flexible delineator shall be accomplished in accordance with the recommendations of the manufacturer of said delineator and the construction plans.

Anchoring bolts for surface mounts shall be as indicated by the manufacturer and installed using the manufacturer’s recommendations. Drivable anchors shall be installed according to

SP-621/Page 6 of 7 the manufacturer’s recommendations. Drivable anchors that cannot be driven into the ground to the manufacturer’s recommended depth shall be relocated to a more suitable location in consultation with the Engineer. This relocation shall be performed by the Contractor without additional compensation.

621-3.06 Any unit or element of the flexible delineator which becomes damaged during installation or construction operations after placement shall be replaced by the Contractor without additional compensation.

621-3.07 The removal of any obstruction, including flexible delineator bases, shall be performed previous to the installation of the flexible delineators. Removal of obstructions from previous flexible delineator installations shall be considered a subsidiary obligation of the

Contractor under this specification.

621-3.08 The installation of guardrail or concrete barrier traffic delineators shall conform to this specification, standard drawings, plans and contract documents, as directed by Engineer.

Attach the delineator panel to concrete barrier (including bridge parapet) with a suitable corrosion resistant fastener for concrete conforming to the manufacturer’s recommendations and approved by the Engineer. Attach the delineator panel to guardrail using two holes to install self drilling – self tapping screws as indicated in the standard drawings for the straight guardrail reflector panel.

621-3.09 The installation of traffic delineators for existing guardrail shall use suitable fasteners conforming to this specification and standard drawings. The use of adhesive shall not be acceptable for installation of traffic delineators on existing guardrail.

621-3.10 Reflector panels shall be perpendicular to the barrier horizontal axis, visible to traffic and attach in at least two points to guardrail or concrete barrier.

621-3.11 The traffic delineators shall be installed carefully after completing installation of guardrail, painting of concrete barriers and other works that may cause damage, require cleaning or obstruct visibility. The Contractor shall replace, at no additional cost to the

Authority, any component damaged during the installation or as a result of not complying with this specification, plans or standard drawings.

REVISION TO STANDARD SPECIFICATION 621 –

MARKERS AND DELINEATORS

SP-621/Page 7 of 7

621-4 METHOD OF MEASUREMENT

Add Articles 621-4.03 to 621-4.05

621-4.03 Tubular flexible delineators, of the specified color will be measured by the number of units installed in place and accepted. Site preparation for the installation of posts and anchoring devices, removal of structures and obstructions, removal and disposal of existing posts, markers, or delineators, and any other requirements established on this specification, plans and contract documents, which is not paid under a separate pay item, shall be considered as a subsidiary obligation of the Contractor with their cost included in the contract prices for the flexible delineator pay items listed below.

621-4.04 The guardrail or concrete barrier mounted traffic delineators installed on existing guardrail, concrete barriers bridge parapets or retaining walls will be measured by the number of units installed in place and accepted. Site preparation for the installation of reflective panels, retroreflective sheeting, anchoring devices, and any other requirements established on this specification, plans and contract documents, which is not paid under a separate pay item, shall be considered as a subsidiary obligation of the Contractor with their cost included in the contract prices for the guardrail or concrete barrier traffic delineator pay items listed below.

621-4.05 Retroreflective markers (traffic delineators) installed as part of new guardrail or concrete barrier works will not be measured for payment but shall be a subsidiary obligation of the Contractor under the corresponding guardrail or concrete barrier pay item.

621-5 BASIS OF PAYMENT

621-5.02 Payment will be made under:

Add the following pay item:

Pay Item Pay Unit

Tubular Flexible Delineator, White, Yellow or Orange .......................... Each

Traffic Delineator Metal Barrier Mounted ............................................... Each

Traffic Delineator Concrete Barrier Mounted .......................................... Each

Revised April 25, 2017

REVISIONS TO STANDARD SPECIFICATION 626 –

PLANTING

SP-626/Page 1 of 5

626-1 DESCRIPTION

626-1.01 Scope

This section is revised as follows:

a. This work shall consist of furnishing and planting or removal and transplanting of trees and palms, pruning o existing trees, shrubs, vines and other ground cover plants in accordance with these specification and the details and locations shown on the plans or established by the Engineer.

b. This work shall consist of furnishing and planting the Vetiver grass

(Chrysopogon Zizanioides) for the application of soil and slope stabilization methods, soil erosion control measures or landscaping. This work shall be in accordance with these specification and details and locations shown on the plans or established by the

Engineer. The work also may include the application of a temporary erosion control blanket for the purpose of the Vetiver grass establishment and protection.

626-2 MATERIALS

626-2.01 Materials for this work shall meet the requirements of the following articles of

Specification 713 - Roadside Improvement Materials.

Add the following material:

Temporary Erosion Control Blanket .................................... 712-7

626-2.03 Source of Plants

a. All plant materials should originate in Puerto Rico from locally available seed and cutting sources (including Vieques, Culebra and Isla de Mona). Exceptions to this requirement need to the approved by the Puerto Rico Highway and Transportation

Authority (PRHTA) or Department of Natural Environmental Resources (DNER).

SP-626/Page 2 of 5

b. All plant material to be imported shall comply with importation dispositions of the US Department of Agriculture and the Department of Agriculture of the

Commonwealth of Puerto Rico.

Add the following paragraph:

c. The origin of the Vetiver (Chrysopogon Zizanioides) must be certified by the supplier as being of the "Sierra" variety, adapted to Puerto Rico and which is a native variety in the South of India, guaranteed non-fertile, and coming from a producer certified by The Vetiver Network International (TVNI). The plants must be free of insects or disease, and must be developed in a substrate (growing mix) that does not contain natural soil, sand, or contaminants. The plants are planted in seedlings

(plugs) of a diameter of 2.0 to 2.5 inches (0.050 to 0.063 meter) at the top and 4.75 to

5.0 inches (0.121 to 0.127 meter) in depth. The seedlings will have a minimal development of two active stems cut of 10 to 12 inches (0.254 to 0.304 meter) high and not less than 4 inches (0.102 meter) long thick root system.

626-3 CONSTRUTION REQUIREMENTS

626-3.05 Excavation for Plant Holes and Beds

Add the following paragraphs:

e. For Vetiver Grass (Excavation for Plant Pits)

1. The method of planting shall comply with the recommendations of the

Vetiver System as specified by The Vetiver Network International (TVNI).

2. Prior to excavating for plant pits, the area shall conform to the lines and grades shown on the plans. All sod, weed roots and other objectionable material unsuitable for backfill shall be immediately removed from the site and disposed of by the Contractor in a manner satisfactory to the Engineer.

3. The size of pits diameter in earth excavation shall be 1.5 seeding diameter approximately.

SP-626/Page 3 of 5

4. The minimum pit depth of 5 inches (0.127 meter). is required, so long as such depth provides to the plants 1/2 inch (0.013 meter) of embedment from ground surface to the top of the plug.

626-3.08 Setting Plants

a. All plants shall be set approximately plumb and at the same level or depth at which they were grown in the nursery.

b. Balled and burlapped plants shall be carefully placed in the prepared planting holes upright at the required depth so as to rest in a firm upright position. Plants shall be handled and moved only by the ball. Backfill soil shall then be filled in around the plant ball to half the depth of the ball, then tamped and thoroughly watered. Earth saucers or water basins shall then be provided and the plant thoroughly watered.

c. Container grown stock which has become "pot-bound" or for which the top system is out of proportion (larger) to the size of the container will not be acceptable.

The stock shall not be removed from the container until just before planting, and all due care shall be exercised to prevent root system damage.

d. For Vetiver Grass

1. The plants will be planted at a maximum separation distance of 6 inches (0.152 meter) center-to-center in continuous rows to the contour of the terrain (elevation constant).

2. The separation between the Vetiver System rows shall be a maximum vertical distance of 4 feet (1.22 meter) for conservation and stabilization of land.

626-3.09 Fertilizing

SP-626/Page 4 of 5

a. A complete controlled release fertilizer will be used for planted material, at a rate 2 to 4 lbs. of Nitrogen (N) per 1000 square feet. The analysis of the complete fertilizer will be 18-8-12 or other with high N percent. The fertilizer will be broadcast prior to the application of mulch.

b. Upon completion of the planting, a granular, slow-release, commercial fertilizer formulated for grasses or lawns shall be provided and applied at the

Manufacturer’s recommended rate above the pit area of individual plants. These fertilizers will have a formulation high in Nitrogen (N) some of which dissolves progressively over time (slow-release). Fertilizer shall be spread on the surface of the soil in the space from the center of the plug to a distance of two inches above the plug. In the absence of natural rain, watering shall be provided immediately after the fertilizer has been dispersed.

626-3.15 Plant Establishment Period and Replacements

g. For Vetiver Grass

1. The acceptability of the plant material furnished and planted as specified shall be determined at the end of a period of establishment of 90 calendar days during which the contractor shall employ all possible means to preserve the plants in a healthy growing condition.

2. When the planting is included as part of a highway construction contract, the Contractor’s responsibility for the care of the plants, including the replacements when required, shall extend until the completion and acceptance of the construction project or 90-day establishment period, whichever is longer.

SP-626/Page 5 of 5

626-4 METHOD OF MEASUREMENT

626-4.09 The transplanting of existing clusters of Areca palms as indicated in the plans and contract documents, will be measured for payment as a lump sum item complete with all the required components, including any material, equipment, and tools, and the requirements as specified in Article 626-3.16 above.

626-5 BASIS OF PAYMENT

626-5.02 Payment for plant materials will be made as the work progresses as follow:

d. For Vetiver Grass

1. Seventy five percent (75%) of the contract unit price for each plant will be paid after the initial planting and fertilizing is completed provided the work is accepted.

2. The remaining twenty five percent (25%) due the Contractor for each plant will be made at the end of the plant establishment period and the plants have been acceptably maintained and are in place, completed and accepted.

626-5.03 Payment will be made under:

Add the following pay item:

Pay Item Pay Unit

Transplanting Areca Palm Cluster .............................................................. Lump Sum

June 28, 2017

SPECIFICATION 665 – CONTRACTOR QUALITY CONTROL PLAN (CQCP)

REQUIREMENTS FOR HOT MIX ASPHALT (HMA)

SP-665/Page 1 of 7

665-1 DESCRIPTION

665-1.01 Scope - This work shall consist and include the following:

a. The establishment and maintenance of a quality control system providing assurance that materials and completed construction conform to Contract requirements.

b. The development, submission, and implementation of a Contractor Quality

Control Plan (CQCP) in accordance with this specification. The CQCP shall include, as a minimum, detailed description, data, and documentation as appropriate for each of the material production and placement elements required herein to ensure that the specified quality of all materials will be met.

c. The identification and description of a Quality Control Organization to be responsible for implementing and maintaining the CQCP for the project.

d. The development, submittal, implementation and reporting to Engineer of

Production Control Charts and related CQCP tests results and QC activities.

665-1.02 Definitions

a. Quality Control (QC). Also called process control. All contractor operational techniques and activities that are performed or conducted to fulfill the contract requirements.

b. Acceptance Program (AP). All factors that comprise the Authority determination of the quality of the product as specified in contract requirements.

c. Acceptance. Sampling and testing, and inspection, performed by the Authority to determine the degree of compliance based upon contract requirements.

d. Quality Assurance (QA). All those planned and systematic actions necessary to provide confidence that a product or facility will perform satisfactorily in service.

QA is a combination of QC and AP.

e. Independent Assurance (IA). Activities that are an unbiased and independent evaluation of all sampling and testing procedures used in the acceptance program. IA will be performed by Materials testing Office personnel.

SP-665/Page 2 of 7

f. Technician Training and Certification Program. Program being developed by

PRHTA to train and certify personnel that participates in the AP as per 23 CFR 637.

665-2 REQUIREMENTS

665-2.01 Contractor Quality Control Plan (CQCP) Minimum Requirements – The

CQCP shall meet or exceed the following requirements:

a. Process Control Procedures. List process control procedures to be implemented by the Contractor to provide a quality product. List personnel, equipment, supplies, and facilities necessary to perform process control testing, obtain samples, and to perform, document and report QC sampling and testing. Provide a quality control organization chart describing areas of responsibility and authority of each individual.

List the records to be maintained. Include the work of all subcontractors. If a subcontractor is to perform work under this Section, detail how that subcontractor will interface with the Contractor’s and other subcontractor’s organizations.

b. Process Control Sampling and Testing. List the materials to be tested, test to be conducted, the location of sampling and the frequency of sampling. As a minimum, the Contractor shall perform and report sampling and testing for mix quality characteristics as well as asphalt binder classification and moisture susceptibility of in-place/compacted mixes. Provide a list of the testing equipment proposed for quality control testing, and the test methods and frequency of calibration or verification of the equipment in the CQCP. Include procedures for verifying that testing equipment complies with specified standards, and is calibrated according to AASHTO Standards.

Maintain records of all equipment calibration or verification results at the testing facility. Use control charts as part of the quality control system to document the variability of the production process and to identify production and equipment problems in order to make necessary adjustments. Adjustments shall be made whenever the production mix is outside action and suspension limits developed by the Contractor.

As a minimum, a process shall be deemed out of control and production stopped and corrective action taken, if: (1) One point falls outside the suspension limit for individual measurements or (2) Two points in a row fall outside the action limit for individual measurements. Post control charts in a visible, accessible location and keep them up-to-date. Control charts shall meet, as a minimum, with the requirements of this specification.

SP-665/Page 3 of 7

c. Process Control Inspection. Conduct intermittent or continuous process control inspection during construction to identify and correct deficiencies in such issues as material transportation, lay down procedures and compaction operations.

d. Corrective Action Plans: Contractor’s proposed strategies and related work to be performed to prevent repeated deficiencies. Describe the process to provide feedback and corrective actions plans to the Engineer to prevent repeated deficiencies.

Cease production and make corrections to the process when problems are evident.

e. The Contractor is responsible for all QC documentation and retention of all the documentation for three (3) years following completion of the project.

f. The CQCP shall be contract specific, stating how the Contractor proposes to control the materials,equipment, and construction operations including subcontractors and suppliers as well as production facilities and transportation modes to the project.

g. Identify all AASHTO; ASTM referenced standards as applicable in the CQCP.

h. The CQCP shall be used to ensure conformance to the contract Specifications with respect to materials, workmanship, construction,finish and durability.

i. The CQCP shall include a sampling and testing plan that identifies the specific tests to be completed, proposed methods of sampling, frequency of testing, calibration of test equipment, construction control and monitoring activities to adequately control the production and construction processes. The CQCP shall also include the process by which the contractor will report to Engineer all required QC reports within 72 hours.

j. The Engineer and/or IA personnel may observe QC sampling and testing in the

Laboratory or the field and may report any inconsistencies to the CQCP to the

Contractor’s Quality Control Manager for resolution. All findings are to be resolved within 24 hours of notification. Further:

1. The Engineer may require the replacement of ineffective or unqualified equipment, QC personnel, subcontractors, or suppliers.

2. The Engineer may require construction operations to stop until appropriate QC corrective actions are taken.

SPECIFICATION 665 – CONTRACTOR QUALITY CONTROL PLAN (CQCP)

REQUIREMENTS FOR HOT MIX ASPHALT (HMA)

SP-665/Page 4 of 7

665-2.02 Contractor Quality Control Organization Personnel Requirements – The

Quality Control Organization Personnel Requirements shall comply with the following:

a. Quality Control Manager. Document the name, authority, relevant experience, and qualifications of person with overall responsibility implementing the Contractor

Quality Control Plan.

b. Quality Control Tester / Inspector. Document the name, authority, relevant experience, and qualifications of person(s) directly responsible for contractor inspection and testing.

c. Include the names, qualifications, telephone number, duties, and employer of all quality control personnel necessary to implement the CQCP.

665-2.03 Contractor Quality Control Testing Laboratory – The Contractor Quality

Control Testing Laboratory shall comply, as a minimum, with the following:

a. Location. Be located at the asphalt plant or plants producing asphalt to the project.

b. Facilities. Keep laboratory facilities clean and all equipment maintained in proper working condition. Include and perform all laboratory equipment calibration based upon AASHTO R-18.

c. Access. Allow unrestricted access to the Engineer for inspection and review of the facility and sampling and testing procedures during quality control activities.

665-2.04 Contractor Quality Control Reports – The Contractor shall maintain records and submit to the Engineer reports of quality control activities within 72 hours.

Reports shall include, as a minimum, the following:

a. Name of the technician that performed the QC sampling and testing.

b. Location or where was the sample taken (i.e. number of truck, number of tons).

c. Signature of the technician that performed sampling and testing.

SPECIFICATION 665 – CONTRACTOR QUALITY CONTROL PLAN (CQCP)

REQUIREMENTS FOR HOT MIX ASPHALT (HMA)

SP-665/Page 5 of 7

d. Mix design code.

e. Remark section in which the QC Manager can indicate actions taken.

f. Signature of the QC Manager.

665-2.05 Quality Control Charts – The Contractor shall develop, maintain and report to the Engineer Quality Control Charts for process control. The control charts shall indicate the process control limits for materials covered by Quality Control testing and include as minimum, the following:

a. Use control charts for each individual Quality Characteristics, including smoothness, as describe in contract.

b. The Contractor shall establish and inform in the CQCP action and suspension limits to be used as part of the Control charts.

c. Control Charting shall identify the project number, the contract number, the item number, test numbers, test parameters, action and suspension limits and test results applicable to each test parameter.

d. Place the target value of each parameter, if applicable, in the center of the chart represented by a heavy long dash followed by a short dash line.

e. Place control limits on the chart represented by heavy solid lines.

f. Indicate full payment limits as short dashed lines.

g. Identify Upper Specification Limits and Lower Specification Limits with the vertical distance between the two is no less than two (2) inches.

h. Make the plot points for the test results surrounded by a small circle with each consecutive point connected by a solid straight line.

i. Plot the test results from left to right in chronological order, and show dates corresponding to each test along the horizontal axis.

SP-665/Page 6 of 7

j. Plot Authority’s Acceptance test results on the Control Chart using a separate identifier with each point connected by a straight line that is different than the one used for QC.

665-2.06 Modifications to CQCP - Maintain the CQCP to reflect the current status of the operations, and provide any revisions in writing prior to initiating a change. Do not implement any changes until the revision has been accepted by the Engineer. Modification requests to the CQCP must include the following:

a. A brief description and reasons for the proposed revisions

b. Revised pages in the CQCP noting the changes and the date of the changes

c. Signature page for the Quality Control Manager submitting the document and for the Engineer’s approval.

d. Submit any revisions related to materials, material control limits, material testing equipment, Contractor Organization and/or, change in QCP personnel for approval by the Engineer in writing.

665-4 METHOD OF MEASUREMENT

665-4.01 The Contractor Quality Control Plan (CQCP) will be measured as a lump sum item complete with all of the required components, elements and reports set forth herein.

665-5 BASIS OF PAYMENT

665-5.01 The Contractor Quality Control Plan (CQCP) will be paid for at the contract lump sum price, such price and payment shall be full compensation for establishing, implementing, maintaining and reporting the quality control system as described herein in order to ensure that materials and completed construction conform to Contract requirements.

SP-665/Page 7 of 7

665-7.02 Payment will be made under:

Pay Item Pay Unit

Contractor Quality Control Plan ............................................................... Lump Sum

November 1, 2007

SPECIFICATION 901 – DRILLED SHAFT FOUNDATIONS

SP-901/Page 1 of 27

901-1 DESCRIPTION

901-1.01 Scope - This work shall consist of the construction of foundations consisting of reinforced concrete drilled shafts in accordance with these specifications and in conformance with the details shown on the plans or established by the Engineer.

901-2 MATERIALS

901-2.01 Concrete - Concrete shall conform to the applicable requirements of

Specification 934 – Structural Concrete and special provisions included in this contract.

Concrete shall be Class V (Drilled Shaft) (5,000 psi). All course aggregate shall pass the 3/4-inch sieve for cased shafts. A retardant or water-reducing agent will be required in all concrete when a casing is used or when shafts are placed underwater or under slurry. Entrained air will be required in all shaft concrete. The target value for entrained air shall be 4%.

901-2.02.1 Reinforcing Steel - Reinforcing steel shall conform to the requirements of

Specification 602 – Reinforcing Steel. Reinforcing steel shall be in accordance with the sizes, spacing, dimensions, and the details shown in the plans.

901-2.03 All other materials, not mentioned above, shall conform to the applicable requirements of the current PRHTA Standard Specifications for Road and Bridge

Construction.

901-3 CONSTRUCTION REQUIREMENTS

901-3.01 Contractor Qualifications

a. The Contractor performing the work described in the specification shall have installed drilled shafts for a minimum of five years, and shall provide information

(including dates, contacts, and a summary) on five previous similar projects. At least three of the projects presented shall involve construction over water or marine environment.

b. The Contractor shall assign an engineer, licensed under the requirements of the laws of Puerto Rico, to supervise the works. He (she) shall have at least three years of experience in the construction of drilled shafts. The use of consultants or manufacturer’s representatives does not satisfy the requirements of this section. Drill

SP-901/Page 2 of 27 operators and on-site supervisors shall have a minimum of one (1) year experience installing drilled shafts with the Contractor’s organization.

c. The Engineer may suspend the drilled shaft works if the Contractor substitutes unqualified personnel for approved personnel; the Contractor shall be fully liable for additional costs resulting from the suspension of work and no adjustment in contract time resulting from the suspension of works, for this reason, will be allowed.

901-3.02 Site Preparation

a. All excavation of the foundations in which drilled shafts are to be constructed shall be completed before shafts construction begins unless otherwise authorized by the

Engineer. After shafts construction is completed all loose and displaced materials shall be removed from around the shafts, leaving a clean, solid surface. The soil surface on which concrete is to be placed or which will support the forming system for the concrete shall be compacted to a density not less than 95 percent of the maximum density as determined by AASHTO T 180, or as shown in the Contract documents.

b. When the plans require shafts in abutments, the embankment at the bridge ends shall be completed to grade and thoroughly compacted prior to drilling unless otherwise shown on the plans or as permitted by the Engineer. Temporary casings shall be installed through completed conventional fill when permanent casings are not required.

901-3.03 Templates - Templates will not be required for shafts drilled on land provided the Contractor demonstrates satisfactorily to the Engineer that shaft position and alignment can be properly maintained. A fixed template adequate to maintain shaft position and alignment during all excavation and concrete operations, will be required for shafts drilled on land when the Contractor fails to demonstrate satisfactorily that he can properly maintain shaft position and alignment without use of a template, and for all drilled shafts in water.

901-3.04 Drilled Shaft Installation Plan

a. At the pre-construction conference or no later than 30 days before drilled shaft construction begins, the Contractor shall submit a drilled shaft installation plan for approval by the Engineer. This plan shall provide detailed information including the following:

1. Name and experience record of drilled shaft superintendent or foreman in responsible charge of drilled shaft operations. The responsible person in charge of day-to-day drilled shaft operations shall have satisfactory prior

SP-901/Page 3 of 27 experience constructing shafts similar to those described in the plans and specifications. Final approval by the Engineer will be subject to satisfactory performance in the field.

2. List and description of the proposed equipment including cranes, drills, augers, bailing buckets, final cleaning equipment, de-sanding equipment, slurry pumps, core sampling equipment, tremies or concrete pumps, casings, etc.

3. Details of overall sequence of construction operations and sequence of shaft construction in bents or shaft groups.

4. Details of shaft excavation methods.

5. Details of slurry including proposed methods to mix, circulate, de-sand, test methods, and proposed testing laboratory to document test results.

6. Details of proposed methods to clean shaft after initial excavation.

7. Details of shaft reinforcement, including methods to ensure centering/required cover, cage integrity during placement, placement procedures, cage support, and tie downs.

8. Details of concrete placement including proposed operational procedures for concrete tremie or pump including initial placement, rising during placement, overfilling of the shaft concrete and proposed admixtures.

The Contractor shall also provide details to ensure proper final shaft cutoff elevation.

9. Details of casing removal when removal is required including minimum concrete head in casing during removal.

10. Required submittals including shop drawings and concrete design mixes.

11. Details of any required load tests, including equipment and procedures, and recent calibrations for instrumentation.

12. Details of environmental control procedures used to prevent loss of slurry or concrete into waterways of other protected areas.

SPECIFICATION 901 – DRILLED SHAFT FOUNDATIONS

SP-901/Page 4 of 27

13. Other information shown in the plans or requested by the Engineer.

b. The Engineer will evaluate the drilled shaft installation plan for conformance with the plans, specifications and Special Provisions. Within 20 days after receipt of the plan, the Engineer will notify the contractor of any additional information required and/or changes that may be necessary in the opinion of the Engineer to satisfy the plans, specifications and Special Provisions. Any part of the plan that is unacceptable will be rejected and the Contractor shall submit changes agreed upon for reevaluation. The

Engineer will notify the Contractor within seven days after receipt of proposed changes of their acceptance or rejection. All approvals given by the Engineer shall be subject to trial and satisfactory performance in the field.

c. The Contractor shall demonstrate the adequacy of methods and equipment during construction of the test hole described in article 901-3.18. Failure to demonstrate the adequacy of methods or equipment to the Engineer is cause for the

Engineer to require appropriate alterations in equipment and/or methods by the

Contractor to eliminate unsatisfactory results. Any additional test holes required for demonstrating the adequacy of methods or equipment shall be at the Contractor’s expense. No changes in methods or equipment will be made after initial approval without the consent of the Engineer. The (6.10 m) exploration hole (cores), required by article 901-3.10, and its grouting shall be included within the services of the test hole.

901-3.05 General Methods and Equipment

a. The Contractor shall perform the excavations required for the shafts through whatever materials encountered, to the dimensions and elevations shown in the plans.

b. The Contractor’s method and equipment shall be suitable for the intended purpose and the materials encountered. The Contractor shall provide equipment capable of constructing shafts to a depth equal to the deepest shaft shown in the plans plus 20 feet (6.10 m) or plus three times the shaft diameter, whichever is greater, except when the plans instruct the Contractor to provide equipment capable of constructing shafts to a deeper depth.

c. Drilled shafts shall be constructed as indicated in the plans or described herein, generally by either the dry method, wet method, casing method or permanent casing method as necessary to produce sound, durable concrete foundation shafts free of defects. The permanent casing method shall be used only when authorized by the

Engineer or required by the plans. When the plans describe a particular method of

SP-901/Page 5 of 27 construction, this method shall be used except when permitted otherwise by the

Engineer after field trial. When the plans do not describe a particular method, the

Contractor shall propose a method on the basis of its suitability to the site conditions and submit it as part of the drilled shaft installation plan for approval by the Engineer.

d. The Contractor shall set a suitable temporary removable surface casing. The minimum surface casing length shall be the length required to prevent caving of the surface soils and to aid in maintaining shaft position and alignment. Pre-drilling with slurry and/or over-reaming to the outside diameter of the casing may be required to install the surface casing at some sites.

901-3.06 Dry Construction Method

a. The dry construction method shall be used only at sites where the ground water table and soil conditions (generally stiff to hard clays or rock above the water table) make it feasible to construct the shaft in a relatively dry excavation and where the sides and bottom of the shaft are stable and may be visually inspected by the Engineer prior to placing the concrete.

b. The dry construction method consists of drilling the shaft excavation, removing accumulated seepage water and loose material from the excavation and placing the shaft concrete in a relatively dry excavation.

c. The dry construction method shall be used only when shaft excavation, as demonstrated in a test hole, has 12 inches (30 cm) or less of seepage water accumulated over a four hour period, the sides and bottom remain stable without detrimental caving, sloughing or swelling for the four hour period and the loose material and water can be satisfactorily removed prior to inspection and prior to placing concrete. The Contractor shall use the wet construction method or casing construction method for shafts that do not meet the requirements for the dry construction method.

901-3.07 Wet Construction Method

a. The wet construction method shall be used at all sites where it is impractical to provide a dry excavation for placement of the shaft concrete.

b. The wet construction method consists of drilling the shaft excavations below the water table, keeping the shaft filled with water (including natural slurry formed during the drilling process) or mineral slurry, de-sanding and cleaning the slurry and final cleaning of the excavation by means of a bailing bucket, air lift, submersible pump

SPECIFICATION 901 – DRILLED SHAFT FOUNDATIONS

SP-901/Page 6 of 27 or other approved devices and placing the shaft concrete (with a tremie or concrete pump beginning at the shaft bottom) which displaces the water or slurry as the shaft excavation is filled with concrete. Temporary surface casing shall be provided to aid shaft alignment and position and to prevent sloughing of the top of the shaft except when the Contractor demonstrated to the satisfaction of the Engineer that the surface casing in not required.

c. Where drilled shafts are located in open water areas, construct the shafts by the wet method using exterior casings extending from above the water elevation into the ground to protect the shaft concrete from water action during placement and curing of the concrete. Install the exterior casing in a manner that will produce a positive seal at the bottom of the casing so that there is no intrusion or extrusion of water or other materials into or from the shaft excavation.

901-3.08 Casing Construction Method

a. The casing method shall be used at all sites where it is inappropriate to use the dry or wet construction methods without the use of temporary casings other than surface casings. In this method, the hole is advanced through caving material by the wet method as described above. When a formation is reached that is nearly impervious, a casing shall be placed in the hole and sealed in the nearly impervious formation. After the drilling fluid is removed from the casing, drilling may proceed as with the dry method to the projected depth. The placement of the concrete shall proceed as with the dry method except that the casing shall be withdrawn when the concrete is placed. In the event seepage conditions prevent uses of the dry method, excavation shall be completed using wet methods.

b. Where drilling is through material having a tendency to cave, the drilling shall be advanced by drilling in mineral slurry. In the event that a caving layer or layers are encountered that cannot be controlled by slurry, the Contractor shall install temporary removable casing through such caving layer or layers.