DBS Division 2

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					                                                  DBS DIVISION 2

DBS-2021           (2021) MOBILIZATION ..................................................................................................................... 4
DBS-2041           (2041) ON-THE-JOB-TRAINING PROGRAM ................................................................................. 5
DBS-2100.1         USE OF ADHESIVE ANCHORS ....................................................................................................... 8
DBS-2100.2         ARRA (AMERICAN RECOVERY AND REINVESTMENT ACT) PROJECT
                   REQUIREMENTS ............................................................................................................................... 8
DBS-2101.1         (2101) CLEARING AND GRUBBING .............................................................................................. 9
DBS-2101.2         (2101) EMERALD ASH BORER COMPLIANCE........................................................................... 10
DBS-2102           (2102) PAVEMENT MARKING REMOVAL.................................................................................. 10
DBS-2104.1         (2104) REMOVING PAVEMENT AND MISCELLANEOUS STRUCTURES .............................. 11
DBS-2104.3         (2104) REMOVE ASBESTOS-BONDED PIPE ............................................................................... 11
DBS-2104.4         (2104) HAUL SALVAGED MATERIALS ....................................................................................... 12
DBS-2104.5         (2104) REMOVE SEALANT MATERIALS .................................................................................... 12
DBS-2104.6         (2104) REMOVE SEALANT MATERIALS .................................................................................... 13
DBS-2104.7         (2104) REMOVE ASBESTOS AND REGULATED WASTE MATERIAL.................................... 13
DBS-2104.8         (2104) ASBESTOS AND REGULATED WASTE ASSESSMENT ................................................ 13
DBS-2104.9         (2104) REMOVAL OF ASBESTOS AND REGULATED WASTE (BRIDGE) .............................. 13
DBS-2104.10 (2104) REGULATED WASTE ASSESSMENT (BRIDGE) ............................................................ 14
DBS-2104.11 (2104) ABANDON PIPE SEWER .................................................................................................... 15
DBS-2104.12 (2104) REMOVE AND HAUL TREATED WOOD ......................................................................... 15
DBS-2105.1         (2105) EXCAVATION AND EMBANKMENT ............................................................................... 15
DBS-2105.2         (2105) ROCK BLASTING SPECIFICATIONS ............................................................................... 17
DBS-2105.3         (2105) ROCK EXCAVATION (PRODUCTION BLASTING) ........................................................ 22
DBS-2105.4         (2105) CONTROLLED EXCAVATION .......................................................................................... 22
DBS-2105.5         (2105) SHOULDER TRENCHING................................................................................................... 25
DBS-2105.6         (2105) CONSTRUCT TURN LANE ................................................................................................. 25
DBS-2105.7         (2105) SETTLEMENT PLATES....................................................................................................... 26
DBS-2105.8         (2105) GEOTEXTILE FOR SEPARATION (STABILIZATION) ................................................... 26
DBS-2105.9         (2105) RAILROAD TRACK SUB-BALLAST ................................................................................. 26
DBS-2111           (2111) TEST ROLLING .................................................................................................................... 27
DBS-2211.1         (2211) AGGREGATE BASE ............................................................................................................ 27
DBS-2211.2         (2211) OPEN GRADED AGGREGATE BASE (OGAB)................................................................. 29
DBS-2211.3         (2211) PERMEABLE AGGREGATE BASE (PAB) OPTION ......................................................... 31
DBS-2221           (2221) AGGREGATE SHOULDERING .......................................................................................... 38
DBS-2231.1         (2231) PAVEMENT CRACKING .................................................................................................... 39



Special Provisions – Division 2                                                                                                                   Page 1 of 224
RFP
DBS-2231.2         (2231) PAVEMENT BREAKING..................................................................................................... 39
DBS-2231.3         (2231) PAVEMENT SEATING ........................................................................................................ 40
DBS-2231.4         (2231) PAVEMENT CLEANING ..................................................................................................... 40
DBS-2231.5         (2231) BITUMINOUS SURFACE (CRACK AND JOINT REPAIR) .............................................. 41
DBS-2232.1         (2232) MILL PAVEMENT SURFACE............................................................................................. 41
DBS-2301.1         (2301) CONCRETE PAVEMENT .................................................................................................... 41
DBS-2301.6         (2301) SEAL CONCRETE PAVEMENT JOINTS ........................................................................... 49
DBS-2301.7         (2301) EXPANSION JOINTS DESIGN E8 ...................................................................................... 49
DBS-2301.8         (2301) BRIDGE APPROACH PANEL MIX DESIGN ..................................................................... 50
DBS-2301.11 (2301) CONCRETE GRINDING ...................................................................................................... 50
DBS-2301.12 (2301) CONCRETE GRINDING ...................................................................................................... 52
DBS-2331.1         (2331) FULL DEPTH RECLAMATION (FDR) ............................................................................... 55
DBS-2331.2         (2331) COLD RECYCLE INPLACE BITUMINOUS MIXTURE ................................................... 59
DBS-2331.3         (2331) COLD IN-PLACE RECYCLE (CIR) BITUMINOUS MIXTURE FULL
                   RECYCLING TRAIN MIX DESIGN ............................................................................................... 62
DBS-2331.4         (2331) BITUMINOUS PAVEMENT CRACK TREATMENT ........................................................ 72
DBS-2331.5         (2331) BITUMINOUS PAVEMENT CRACK TREATMENT CLEAN AND SEAL ...................... 78
DBS-2331.6         (2331) PAVEMENT JOINT ADHESIVE ......................................................................................... 81
DBS-2350.1         (2350) PERMEABLE ASPHALT STABILIZED BASE (PASB) ..................................................... 83
DBS-2350.2         (2350) BITUMINOUS MIXTURE FOR PERMEABLE ASPHALT STABILIZED
                   STRESS RELIEF COURSE .............................................................................................................. 88
DBS-2356.1         (2356) BITUMINOUS SEAL COAT ................................................................................................ 92
DBS-2356.2         (2356) SEAL COAT - MACRO-SURFACING ................................................................................ 96
DBS-2356.3         (2356) SEAL COAT - MICRO-SURFACING ................................................................................ 101
DBS-2357.1         (2357) BITUMINOUS TACK COAT ............................................................................................. 107
DBS-2357.2         (2357) BITUMINOUS MATERIAL FOR SHOULDER TACK ..................................................... 109
DBS-2360.1         (2360) PLANT MIXED ASPHALT PAVEMENT ......................................................................... 109
DBS-2360.2         (2360) HOT MIXED ASPHALT - POROUS PAVEMENT ........................................................... 157
DBS-2411.1         (2411) MODULAR BLOCK RETAINING WALL ........................................................................ 164
DBS-2411.2         (2411) PILING SUPPORTING CONCRETE RETAINING WALLS ............................................ 167
DBS-2433           (2433) STRUCTURE RENOVATION............................................................................................ 167
DBS-2442           (2442) REMOVAL OF EXISTING BRIDGES ............................................................................... 167
DBS-2461.1         (2461) STRUCTURAL CONCRETE: (Contractor Concrete Mix Design) ..................................... 168
DBS-2461.2         (2461) STRUCTURAL CONCRETE .............................................................................................. 170
DBS-2461.3         CERTIFIED READY-MIX CONCRETE PLANTS ....................................................................... 174
DBS-2461.4         CONCRETE CURING .................................................................................................................... 179
DBS-2472           (2472) METAL REINFORCEMENT .............................................................................................. 179
DBS-2501.1         (2501) PIPE CULVERTS ................................................................................................................ 180

Special Provisions – Division 2                                                                                                              Page 2 of 224
RFP
DBS-2501.2      (2501) PLUG FILL AND ABANDON PIPE CULVERT ............................................................... 181
DBS-2501.3      (2501) SEAL PIPE JOINT ............................................................................................................... 181
DBS-2501.4      (2501) LINING CULVERT PIPE.................................................................................................... 181
DBS-2501.5      (2501) CLEAN PIPE CULVERT .................................................................................................... 183
DBS-2501.6      (2501) PIPE TIES ............................................................................................................................ 183
DBS-2502.1      (2502) SUBSURFACE DRAINS, PERMEABLE AGGREGATE BASE TYPE ........................... 183
DBS-2502.2      (2502) SUBSURFACE DRAINS, SUBCUT DRAIN TYPE .......................................................... 185
DBS-2502.3      (2502) SUBSURFACE DRAINS, PAVEMENT EDGE DRAIN TYPE ......................................... 186
DBS-2502.4      (2502) SUBSURFACE DRAINS, DISCHARGE PIPE .................................................................. 188
DBS-2502.5      (2502) INTERCEPTOR DRAINS ................................................................................................... 190
DBS-2503.1      (2503) PIPE SEWERS ..................................................................................................................... 191
DBS-2503.2      (2503) PLUG FILL AND ABANDON PIPE SEWER .................................................................... 192
DBS-2504.1      (2504) INSTALL HYDRANT ......................................................................................................... 192
DBS-2504.2      (2504) INSTALL VALVE AND BOX ............................................................................................ 193
DBS-2504.3      (2504) RELOCATE HYDRANT AND VALVE............................................................................. 193
DBS-2504.4      (2504) POLYSTYRENE INSULATION ........................................................................................ 193
DBS-2504.5      (2504) ADJUST CURB BOX .......................................................................................................... 193
DBS-2506.1      (2506) MANHOLES AND CATCH BASINS ................................................................................ 193
DBS-2506.2      (2506) CONSTRUCT CONTROL STRUCTURE .......................................................................... 194
DBS-2515        (2515) PRECAST ARTICULATED CONCRETE.......................................................................... 194
DBS-2519        (2519) CELLULAR CONCRETE – CONTROLLED LOW STRENGTH MATERIAL ............... 196
DBS-2520        (2520) LEAN MIX BACKFILL ...................................................................................................... 197
DBS-2521        VIBRATORY AND BACKFILLING CONCRETE RESTRICTIONS .......................................... 198
DBS-2531.1      (2531) CONCRETE CURBING ...................................................................................................... 198
DBS-2531.2      (2531) PEDESTRIAN CURB RAMP - TRUNCATED DOME SYSTEMS................................... 199
DBS-2533.1      (2533) PORTABLE PRECAST CONCRETE BARRIER DESIGN 8337 ...................................... 199
DBS-2533.2      (2533) PORTABLE PRECAST CONCRETE BARRIER DESIGN 8337 - PINNED .................... 200
DBS-2533.3      (2533) CONCRETE MEDIAN BARRIER DESIGN 8308 AND 8309 ........................................... 201
DBS-2533.4      (2533) RELOCATE PORTABLE PRECAST CONCRETE BARRIER DESIGN 8337 ................ 201
DBS-2533.5      (2533) RELOCATE PORTABLE PRECAST CONCRETE BARRIER DESIGN 8337 -
                PINNED ........................................................................................................................................... 201
DBS-2540.1      (2540) MAIL BOX SUPPORT ........................................................................................................ 201
DBS-2540.2      (2540) RELOCATE MAIL BOX SUPPORT .................................................................................. 202
DBS-2554.1      (2554) TRAFFIC BARRIERS ......................................................................................................... 202
DBS-2554.2      (2554) END TREATMENT - ENERGY ABSORBING TERMINAL ............................................ 202
DBS-2554.3      (2554) END TREATMENT - ENERGY ABSORBING TERMINAL (FLEAT-350) .................... 202
DBS-2554.4      (2554) END TREATMENT - SLOTTED RAIL TERMINAL ........................................................ 203


Special Provisions – Division 2                                                                                                                       Page 3 of 224
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DBS-2554.5         (2554) END TREATMENT - TANGENT TERMINAL ................................................................. 203
DBS-2554.6         (2554) END TREATMENT – FLARED TERMINAL .................................................................... 204
DBS-2554.7         (2554) IMPACT ATTENUATOR ................................................................................................... 204
DBS-2554.8         (2554) IMPACT ATTENUATOR (C-A-T) ..................................................................................... 204
DBS-2554.9         (2554) IMPACT ATTENUATOR (NEAT) ..................................................................................... 205
DBS-2554.10 (2554) IMPACT ATTENUATOR (QUAD GUARD) ..................................................................... 205
DBS-2554.11 (2554) IMPACT ATTENUATOR BARRELS ................................................................................ 205
DBS-2554.12 (2554) RELOCATE IMPACT ATTENUATOR BARRELS .......................................................... 206
DBS-2554.13 (2554) GUARDRAIL TERMINAL POSTS .................................................................................... 206
DBS-2554.14 (2554) POST ASSEMBLY - PLATE BEAM .................................................................................. 206
DBS-2554.15 (2554) GUIDE POST – TYPE SPECIAL ........................................................................................ 206
DBS-2554.16 (2554) WATER FILLED BARRIER ............................................................................................... 206
DBS-2557.1         (2557) FENCING ............................................................................................................................ 207
DBS-2557.2         (2557) FLEXIBLE PLASTIC GLARE SCREEN ........................................................................... 207
DBS-2557.3         (2557) TEMPORARY GLARE SCREEN ....................................................................................... 207
DBS-2563.1         (2563) RAISED PAVEMENT MARKERS TEMPORARY (TRPMS) .......................................... 208
DBS-2563.2         (2563) TUBE DELINEATORS ....................................................................................................... 208
DBS-2563.3         (2563) CONSTRUCTION SIGN - SPECIAL ................................................................................. 209
DBS-2563.4         (2563) WORK ZONE SPEED LIMIT ............................................................................................. 209
DBS-2563.5         (2563) MEDIAN BARRIER DELINEATOR ................................................................................. 209
DBS-2563.6         (2563) PORTABLE CHANGEABLE MESSAGE SIGN ............................................................... 209
DBS-2563.7         (2563) FLAG PERSON ................................................................................................................... 210
DBS-2563.8         (2563) POLICE OFFICER .............................................................................................................. 210
DBS-2571           (2571) PLANT INSTALLATION ................................................................................................... 210
DBS-2572           (2572) PROTECTION AND RESTORATION OF VEGETATION .............................................. 220
DBS-2573.1         (2573) STORM WATER MANAGEMENT ................................................................................... 220
DBS-2573.2         (2573) TEMPORARY ROCK CONSTRUCTION ENTRANCE ................................................... 221
DBS-2573.3         (2573) CULVERT END PROTECTION......................................................................................... 221
DBS-2575           (2575) CONTROLLING EROSION AND ESTABLISHING VEGETATION .............................. 222
DBS-2580           (2580) INTERIM PAVEMENT MARKING ................................................................................... 222
DBS-2582           (2582) PERMANENT PAVEMENT MARKINGS ......................................................................... 223

DBS-2021             (2021) MOBILIZATION
                     The provisions of Mn/DOT 2021 are hereby deleted and replaced with the following:

DBS-2021.1           DESCRIPTION




Special Provisions – Division 2                                                                                                                   Page 4 of 224
RFP
                  Mobilization shall consist of preparatory work and operations, including, but not limited to, those
         necessary for the movement of personnel, equipment, supplies and incidentals to the Project Site; for the
         establishment of all Contractor's offices and buildings or other facilities necessary for Work on the Project.

                  See Book 2 Section 2 for mobilization payment information.

DBS-2041          (2041) ON-THE-JOB-TRAINING PROGRAM
                   Section II. 6.b of the "Required Contract Provisions-Federal-Aid Contracts" set forth elsewhere in
this Proposal is deleted and the following substituted therefore:

                   As part of the Contractor's Equal Employment Opportunity (EEO) affirmative action program,
training shall be provided as follows:

                    The Contractor shall provide on-the-job training aimed at developing full journeyman in the type
of trade involved. In the event the Contractor subcontracts a portion of the Contract work, he/she shall determine
how much of the training requirement will be fulfilled by the Subcontractor, provided, however, that the Contractor
shall retain the primary responsibility for meeting the training requirements imposed by this special provision. This
Contractor shall insure that these provisions are made applicable to such Subcontract. Where feasible, 25 percent of
apprentices or trainees in each occupation shall be in their first year of apprenticeship or training.

                   The number of trainees shall be distributed among the work classifications on (1) the basis of the
Contractor's needs and (2) the availability of journeymen in the various classifications within a reasonable area of
recruitment. The Contractor shall complete all sections of the “On-the-Job Training (OJT) Program Approval Form”
 FAILURE TO SUBMIT THIS FORM PRIOR TO THE TIME SPECIFIED IN THE INSTRUCTIONS TO
PROPOSERS (ITP), WILL RESULT IN THE PROPOSAL TO BE DETERMINED AS NON-
RESPONSIVE. The form can be found in Book 1, Exhibit D. The Contractor will be credited for each trainee who
is currently enrolled or becomes enrolled in an approved program and will be reimbursed for such trainees as
provided hereinafter.

                  A CONTRACTOR WHO IS APPROVED AND ACCEPTED INTO MN/DOT‟S ON-THE-JOB
TRAINING (OJT) ALTERNATIVE PROGRAM WILL SUBMIT THEIR TRAINING PLAN WITHIN THE
TIMEFRAMES SPECIFIED BY THAT PROGRAM AND THEREFORE WILL NOT BE REQUIRED TO
SUBMIT THE “ON-THE-JOB TRAINING (OJT) PROGRAM APPROVAL FORM” WITH THEIR PROPOSAL.
 The trainees that have been approved as part of their Contractor – based assignment of positions, shall be utilized
in accordance with the following provisions set forth here.

                   Training and upgrading of minorities and women toward journeyman status is a primary objective
of these requirements. Accordingly, the Contractor shall make every effort to enroll minority trainees and women
(e.g., by conducting systematic and direct recruitment through public and private sources likely to yield minority and
women trainees) to the extent such persons are available within a reasonable area of recruitment. The Contractor
will be responsible for demonstrating the steps that he/she has taken in pursuance thereof, prior to a determination as
to whether the Contractor is in compliance with these requirements. This training commitment is not intended and
shall not be used, to discriminate against any applicant for training, whether a member of a minority group or not.

                  No employees shall be employed as a trainee in any classification in which he/she has successfully
(1) completed a training course leading to journeyman status or (2) in which he/she has been employed as a
journeyman. The Contractor shall satisfy this requirement by including appropriate questions in the employee
application or by other suitable means. Regardless of the method used, the Contractor's records shall document the
findings in each case.

               The Contractor shall also note the following in regards to qualification of candidates to meet
the OJT requirements:




Special Provisions – Division 2                                                                             Page 5 of 224
RFP
                  1.        All apprentices that are officially registered in one of the Approved training programs
                            listed below are eligible to be accepted as OJT candidates as long as they have not
                            worked more hours than the stated number of hours of their crafts apprenticeship
                            program.
                  2.        Movement of approved trainees from project to project or from contractor to contractor is
                            allowed for OJT credit, if that practice is not determined to constitute a practice of
                            “bicycling” and/or result in a disproportionate adverse effect upon minority and women
                            apprentice members or trainees. Bicycling – is the transfer of minority or female
                            employees or trainees from contractor to contractor and/or from project to project for the
                            sole purpose of meeting the Contractor's goals. "Bicycling" shall be a violation of this
                            Special Provision and the regulations in 41 CFR Part 60-4.

                   The minimum length and type of training for each classification will be as established on the “On-
the-Job Training (OJT) Program Approval Form” submitted by the Contractor and approved by the State
Transportation Department and the Federal Highway Administration. The State Transportation Department and the
Federal Highway Administration will approve a program if it is reasonably calculated to meet the EEO obligations
of the Contractor and will qualify the average trainee for journeyman status in the classification concerned by the
end of the training period. Furthermore, apprenticeship programs registered with the U.S. Department of Labor,
Bureau of Apprenticeship and Training, or with a State apprenticeship agency recognized by the Bureau and training
programs approved but not necessarily sponsored by the U.S. Department of Labor, Manpower Administration,
Bureau of Apprenticeship and Training shall also be considered acceptable provided it is being administered in a
manner consistent with the equal employment obligations of Federal-aid highway construction contracts.

                  Examples of Approved training programs are not limited to but include the following:

                  ●         MN Construction Laborers Apprenticeship Program
                  ●         Local 49 Operating Engineers Apprenticeship Training Program
                  ●         North Central States Regional Council of Carpenters Training Program
                  ●         Iron Workers Apprenticeship Program
                  ●         MN Teamsters Construction Apprenticeship Training Program
                  ●         MN Cement Masons Apprenticeship Training Program
                  ●         Painters and Allied Trades District Council 82 Finishing Trades Apprenticeship Program
                  ●         MN Electricians Union Apprenticeship Programs.

                   Any training program proposed by a contractor to meet the obligations set forth in this Provision
which is not included in the list of Approved programs cited above shall be subject to Approval by Mn/DOT‟s
Office of Civil Rights, and shall include a minimum of 500 training hours but shall not to exceed 2,000 hours. If a
contractor proposes to utilize an Approved apprenticeship program from one of the examples cited above, the
contractor shall provide the Apprenticeship Form or Indenture Number when submitting for Approval. The
Contractor shall also furnish to Mn/DOT‟s Office of Civil Rights a list of currently employed apprentices in each
trade they wish to utilize. The list shall include: Name, Gender, Ethnicity and current year of apprenticeship. The
number of hours an approved trainee who is enrolled in a certified apprenticeship program can retain eligibility for
trainee status shall be consistent with the amount of hours that have been established as the minimum requirement
necessary to be completed prior to achieving journey level status.

                    Approval or acceptance of a training program shall be obtained from Mn/DOT‟s Office of Civil
Rights prior to any work by the classification covered by the program. It is the intention of these provisions that
training is to be provided in the construction crafts rather than clerk-typists or secretarial-type positions. Training is
permissible in lower level management positions such as office engineers, estimators, timekeepers, etc., where the
training is oriented toward construction applications. Any and all training provided by a contractor to meet the
obligations in this Provision shall provide a significant and meaningful training experience for the trainee candidate.
 Some offsite training is permissible as long as the training is an integral part of an approved training program and
does not comprise a significant part of the overall training.

                 Except as noted below, the Contractor will be reimbursed at the appropriate Contract price per
hour for each employee that is trained in accordance with, and for at least the minimum period specified in the


Special Provisions – Division 2                                                                                Page 6 of 224
RFP
approved training program. As approved by Mn/DOT, reimbursement will be made for training persons in excess of
the number specified herein. This reimbursement will be made even though the Contractor receives additional
training program funds from other sources, provided such other source does not specifically prohibit the Contractor
from receiving other reimbursement. Reimbursement for offsite training indicated above may only be made to the
Contractor where he/she does one or more of the following and the trainees are concurrently employed on a Federal-
aid project; (1) contributes to the cost of the training, (2) provides the instruction to the trainee or (3) pays the
trainee's wages during the offsite training period.

                    No payment shall be made to the Contractor if either the failure to provide the required training, or
the failure to hire the trainee as a journeyman, is caused by the Contractor and evidences a lack of good faith on the
part of the Contractor in meeting the requirements of this Special Provision. It is normally expected that a trainee
will begin his/her training on the Project as soon as feasible after start of work utilizing the skill involved, and
remain on the Project as long as training opportunities exist in his/her work classification or until he/she has
completed his/her training program. It is not required that all trainees be on board for the entire length of the
Contract. If a contractor lays off or terminates a trainee for any reason, that contractor shall complete and submit the
“Trainee Termination Form” which can be found in Book 1, Exhibit D. A Contractor will have fulfilled his/her
responsibilities under this special provision if he/she has provided a significant, meaningful training experience
and/or acceptable training to the number of trainees specified. The number trained shall be determined on the basis
of the total number enrolled on the Contract for a significant period.

                   Trainees will be paid at least 60 percent of the appropriate minimum journeyman's rate specified
in the Contract for the first half of the training period, 75 percent for the third quarter of the training period, and 90
percent for the last quarter of the training period, unless apprentices or trainees in an approved existing program are
enrolled as trainees on this Project. In that case, the appropriate rates approved by the Departments of Labor or
Transportation in connection with the existing program shall apply to all trainees being trained for the same
classification who are covered by this Special Provision.

                  The Contractor shall furnish the trainee a copy of the program he/she will follow in providing the
training. The Contractor shall provide each trainee with a certification showing the type and length of training
satisfactorily completed.

                  The Contractor shall provide for the maintenance of records and furnish periodic reports
documenting his/her performance under this Special Provision. Any trainee that has been approved by the Office of
Civil Rights and employed by the Contractor, and subsequently terminated shall be documented on the “On-the-Job
Training Trainee Termination Form” located in Book 1, Exhibit D. All required forms needed to satisfy the
requirements of this Special Provision can be found in Book 1, Exhibit D.

                   Compliance with the foregoing requirements for timely filing of the reports may be a condition
precedent to the processing and payment of partial and final payments. If it is determined that a contractor has not
acted in “Good Faith” with efforts to comply with this Special Provision or engages in willful violations, a
contractor may be subject to sanctions including but not limited to: monetary deductions associated with the trainee
line item in the contract, withholding of partial and/or final payment.

                  The trainee period will be measured by time in hours as specified hereinbefore, and payment will
be made at the fixed rate amount of $1.00 per hour.

                   With appropriate documentation, an additional $4.00 per hour (maximum total of $5.00 per hour)
will be paid to the Contractor for hours worked on the project by employees recruited from Mn/DOT‟s OJT
Supportive Services Programs. In conjunction with any employees recruited from Mn/DOT‟s OJT Supportive
Services Programs, an additional $5.00 per hour (maximum total of $10.00 per hour) will be paid to the Contractor
for hours worked on the project by employees recruited from Mn/DOT‟s OJT Supportive Services Programs, if the
Contractor provides a mentor for the trainee(s) while the trainee(s) is working on the project. Approval for
payments to be made for any amount which exceeds the fixed rate amount of $1.00 must be received in writing from
the Mn/DOT Office of Civil Rights. The ratio of trainee to mentor may not exceed 3 to 1. A listing of Mn/DOT‟s
OJT Supportive Services Programs can be found on the Office of Civil Rights website
http://www.dot.state.mn.us/civilrights/.


Special Provisions – Division 2                                                                                 Page 7 of 224
RFP
DBS-2100.1 USE OF ADHESIVE ANCHORS
                 The use of adhesive anchors in sustained tension is prohibited. Other application utilizing
adhesive anchors, such as metal rail attachment, in a non-direct tensile application is permitted.

DBS-2100.2 ARRA (AMERICAN RECOVERY AND REINVESTMENT ACT)
PROJECT REQUIREMENTS
                The Contractor is hereby advised that this Project is funded in part by ARRA (American Recovery
and Reinvestment Act). As a result, it is subject to additional requirements.

DBS-2100.2.1 In addition to any and all other reporting requirements of other sections of this Contract, the
following will apply:

                  The Contractor and all Subcontractors shall complete monthly employment reports. The
Contractor shall enter all required reporting information into an online database. Access to the database will be
granted to the Contractor as details of the requirements are distributed by the Federal Highway Administration.
Each monthly report shall be completed by the 10 th of the following month. Failure to comply will result in
suspension of payment to the Contractor.

                  The Contractor at a minimum shall report the following: Contractor DUNS number, a nine-digit
number issued by Dun & Bradstreet along with the following Employment data. The prime Contractor shall report
their workforce and the workforce of their Subcontractors active during the reporting month. These jobs data include
employees actively engaged in projects who work on the jobsite, in the project office, in the home office or telework
from a home or other alternative office location. This also includes any engineering personnel, inspectors, sampling,
and testing technicians, and lab technicians performing work directly in support of the ARRA funded project. This
does not include material suppliers such as steel, culverts, guardrail, and tool suppliers. The form requests
specifically:

                  a.       Subcontractor name: The name of each Subcontractor or sub-consultant that was active
                           on the project for the reporting month.
                  b.       Employees: The number of employees for each Contractor and Subcontractor‟s
                           workforce for the reporting month. Do not include material suppliers.
                  c.       Hours: The total hours for all employees for each Contractor and Subcontractor‟s
                           workforce for that reporting month.
                  d.       Payroll: The total dollar amount of wages paid by for each Contractor and
                           Subcontractor‟s workforce. Payroll only includes wages and does not include overhead
                           or indirect costs.
                  e.       Subcontractor payment amount: The total dollar amount paid to each Contractor and
                           Subcontractor.

DBS-2100.2.2 Section 902 of the American Recovery and Reinvestment Act (ARRA) of 2009 provides the U.S.
Comptroller General and his representatives with the authority to:

                  (1)      examine any records of the Contractor or any of its Subcontractors, or any State or local
                           agency administering such Contract, that directly pertain to, and involve transactions
                           relating to, the Contract or Subcontract; and

                  (2)      interview any officer or employee of the Contractor or any of its Subcontractors, or of
                           any State or local government agency administering the Contract, regarding such
                           transactions.

                 Accordingly, the Comptroller General and his representatives shall have the authority and rights as
provided under Section 902 of the ARRA with respect to this Contract, which is funded with funds made available


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under the ARRA. Section 902 further states that nothing in this section shall be interpreted to limit or restrict in any
way any existing authority of the Comptroller General.

DBS-2100.2.3 Section 1515(a) of the ARRA provides authority for any representatives of the Inspector General
to examine any records or interview any employee or officers working on this Contract. The Contractor is advised
that representatives of the inspector general have the authority to examine any record and interview any employee or
officer of the Contractor, its Subcontractors or other firms working on this Contract. Section 1515(b) further
provides that nothing in this section shall be interpreted to limit or restrict in any way any existing authority of an
inspector general.

DBS-2101.1 (2101) CLEARING AND GRUBBING
              Clearing and grubbing operations shall be performed in accordance with the provisions of
Mn/DOT 2101 and the following:

                  The first paragraph of Mn/DOT 2101.3D Disposal Limitations, is revised to read as follows:

                  The Contractor shall dispose of trees, brush, stumps, roots, and other debris or byproducts by
                  chipping, marketing, or burning. The Contractor:

                  Mn/DOT 2101.3D(4) under Disposal Limitations, is revised to read as follows:

         (4)      Shall conduct burning only after the disposal options are deemed impractical, and in accordance
                  with 2104.3, Minnesota Rules Chapter 7009 and any applicable local ordinances. At no time shall
                  waste tires, rubble, or plastics or similar materials be used to ignite the wood resources.

                  Mn/DOT 2101.3D(5) under Disposal Limitations, is revised to read as follows:

         (5)      Shall not bury trees, brush, stumps, roots, and other debris or by-products within the State Right of
                  Way.

                  Mn/DOT 2101.3D1(a) under Marketable Trees, is revised to read as follows:

         (a)      Shall not burn or waste marketable trees without having written proof from three potential wood-
                  using industries or individuals that the wood is not wanted. This requirement only applies when
                  the volume of marketable trees on the Project exceeds 75 m3 (100 cubic yards or 20 cords or
                  10,000 board feet).

                  Mn/DOT 2101.3D2c(3) under Disposal Deadlines and Locations, is revised to read as follows:

         (3)      Within the Right of Way by burning or chipping, when allowed.

                  The first paragraph of Mn/DOT 2101.3D3 Pine, is revised to read as follows:

                  The Contractor shall dispose of all non-marketable pine trees, brush, stumps, roots, and debris by
                  chipping, debarking, burning, or covering with an air tight tarp within 20 calendar days of being
                  cleared during the growing season.

                  Mn/DOT 2101.3D6 Burying, is hereby deleted in its entirety.

                   The Contractor shall remove only those trees necessary to be removed to construct this Project.
 All other trees shall be protected from damage during construction.

                 The Contractor shall take special care to preserve existing trees and shrubs wherever possible.
 This may include careful grading operations, slight adjustments of slopes, and placing snow fence at tree drip lines


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All vegetation preservation and protection shall follow Mn/DOT 2572.

                  Mn/DOT personnel from the Office of Environmental Services will review tree and shrub
 preservation with the Contractor and the Mn/DOT Project Manager at the time of the staking for the clearing and
 grubbing operations.

DBS-2101.2 (2101) EMERALD ASH BORER COMPLIANCE
For use in Ramsey, Hennepin and Houston counties. Also use on jobs that are in counties that border these 3
counties (Anoka, Carver, Dakota, Fillmore, Scott, Sherburne, Washington, Winona, and Wright).

                 This Project is located, all or in part, in a county that the Minnesota Department of Agriculture has
placed under an Emerald Ash Borer Quarantine. Any work for this Contract is subject to the following:

DBS-2101.2.1 No part of an Ash (Fraxinus spp) tree from a quarantined area can be marketed to wood-using
industries or individuals without an Emerald Ash Borer compliance agreement with Minnesota Department of
Agriculture.

                    The Contractor shall not make ash or any non-coniferous (hardwood) species with bark attached
available to the public for use as firewood from the quarantined area. The Contractor shall not transport entire ash
trees, limbs, branches, logs, chips, ash lumber with bark, stumps and roots outside of a quarantined county without
fulfilling the requirements of an Emerald Ash Borer Compliance Agreement with the Minnesota Department of
Agriculture. Contact the Minnesota Department of Agriculture at (651) 201-6684 or 1-888-545-6684 or visit the
Emerald Ash Borer website at: http://www.mda.state.mn.us/plants/pestmanagement/eab.aspx to find out which
counties are quarantined.

DBS-2101.2.2 If the ash material is going to be shipped out of Minnesota, the Contractor shall contact
John.o.haanstad@aphis.usda.gov for United States Department of Agriculture joint Emerald Ash Borer Compliance
Agreement approval with the Minnesota Department of Agriculture.

DBS-2101.2.3      The Contractor shall dispose of ash trees:

                  (1)      In accordance with the Emerald Ash Borer Compliance Agreement, and
                  (2)      By utilizing the ash wood chips within the construction limits for erosion control,
                           construction exit pads or landscaping purposes.

DBS-2102          (2102) PAVEMENT MARKING REMOVAL

                  The provisions of Mn/DOT 2102 are modified and/or supplemented with the following:

          In addition to the requirements above, the Contractor is responsible for determining what work areas have
lead concentration above OSHA's Permissible Exposure Limit. That information is to be provided to the Mn/DOT
Project Manager and Mn/DOT's Inspectors.

         (A)      Site access
                  To ensure that no one is accidentally exposed to lead, people are not permitted into areas of high
                  lead concentration without protection. Signs are used to indicate where unprotected people must
                  not go. The signs shall say:

                  Warning. Lead Work Area. Poison. No Smoking or Eating.

         (B)      Protective Clothing
                  The Contractor must provide protective clothing for Mn/DOT inspectors in any area with lead
                  exposure above 30 μg/m3 or where the lead concentration is unknown. The clothing can be
                  disposable or reusable. It must include coveralls or equivalent, shoe covers, and head covers. The


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                  Contractor is responsible for laundering the clothing and for providing clean clothing at least
                  weekly or for daily disposal of the clothing. If the contaminated clothing can be reused, the
                  Contractor is responsible for storing it.

         (C)      Wash facilities
                  The Contractor must provide soap, water, and towels to enable Mn/DOT's inspectors to wash at
                  the site. If showers are provided for the Contractor's employees, they must be available for
                  Mn/DOT's inspectors, also.

                  The Contractor must provide a means to remove surface contamination from the inspector's
                  clothing. That may be a HEPA vacuum, a downdraft booth (with the exhaust captured and
                  cleaned), or other effective means that do not increase the concentration of airborne lead.

         (D)      Inspection Delay
                  Mn/DOT's inspectors will not enter a blasting containment area until at least fifteen minutes after
                  blasting and other lead dust-producing activities have stopped, to permit the dust to settle. There
                  will be no extra payment or penalty against Mn/DOT for this delay.


DBS-2104.1 (2104) REMOVING PAVEMENT AND MISCELLANEOUS
STRUCTURES
                  Abandoned structures and other obstructions shall be removed from the Right of Way and
disposed of in accordance with the provisions of Mn/DOT 2104, except as modified below:

              All removals shall be disposed of by the Contractor outside the Right of Way in accordance with
 Mn/DOT 2104.3C3 to the satisfaction of Mn/DOT.

DBS-2104.3 (2104) REMOVE ASBESTOS-BONDED PIPE
                This work shall consist of removing asbestos-bonded pipes or culverts in accordance with the
applicable Mn/DOT Standard Specifications and the following:

          CONSTRUCTION REQUIREMENTS

         (A)      The Contractor shall complete the courtesy notification for asbestos removal to the Minnesota
Pollution Control Agency (MPCA) and the U.S. Environmental Protection Agency (EPA). This form can be
obtained from the Minnesota Pollution Control Agency.

         (B)      During removal of the asbestos-bonded pipe, the Contractor shall follow all applicable
Occupational Safety and Health Administration (OSHA) requirements and Minnesota Department of Health
asbestos abatement rules including, but not limited to, the following: personnel exposure limits and excursion
standards, air monitoring, training, personnel protection, medical surveillance, advance notification, licensing and
general housekeeping techniques. Assuming the material will be made friable during removal, the removal must be
completed by a Minnesota licensed asbestos contractor employing Minnesota certified workers and supervisors.
The Contractor must notify the Minnesota Department of Health, pay the appropriate fee and conform with
Minnesota Rules 4620.3559, item A (Asbestos-Related Work Outdoors). See Section DBS-1701 (LAWS TO BE
OBSERVED) of these Special Provisions for additional information.

          (C)      The Contractor should assume that (1) the asbestos will be friable, and/or (2) that in the process of
cutting the pipe for transport that a high probability of the material becoming friable exists. Personnel involved in
the removal process must have a minimum of 16 hours of asbestos control training and annual refresher training.
Personnel shall have the following protection: disposable full body covering, properly fitted negative air purifying
respirator or positive pressure power air purifying respirator.



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         (D)       The pipe must be cut using either wet sawing or a shearing technique. Torch cutting will not be
allowed. Cutting debris must be maintained wet and transported in a leak tight container with proper labeling. The
pipe shall be kept wet during removal operations and loading for transport. Saw-cut edges of the pipe shall be
encapsulated immediately after cutting. The pipe does not need to be encapsulated if it is not friable.

          (E)       The Contractor should assume that (1) the asbestos will be friable, and/or (2) that in the process of
cutting the pipe for transport that a high probability of the material becoming friable exists. The Contractor is
responsible for ensuring that a competent person conducts a worker exposure assessment to ascertain expected
exposures prior to initiation of the pipe removal. A competent person is an individual as defined by OSHA Code 29
CFR 1910.1101(b). The exposure assessment must be conducted in accordance with OSHA Code 29 CFR
1910.1101(f), by a person with the following qualifications: certification as a licensed asbestos site supervisor,
completion of the two day Minnesota Asbestos Air Sampling Course, and if samples are to be analyzed on site,
certification in the National Institute for Occupational Safety and Health (NIOSH) 582 methodology. The exposure
assessment must be completed in time to comply with federal requirements and to provide assurance that all control
systems planned are appropriate for the operation and will function properly.

         (F)       The Contractor shall comply with the DOT Hazardous Materials Transportation Act of 1975,
including, but not limited to, the following: shipping papers, packaging, marking, labeling and placarding. The
transport vehicle must meet National Emission Standards for Hazardous Air Pollutants (NESHAP) signing
requirements during loading and unloading operations.

         (G)      The Contractor shall complete the waste shipment manifest. The transport vehicle must display
signage as required by 40 CFR 61.149(d)(1)(I), (ii) and (iii) during loading and unloading.

          (H)      Dispose of all asbestos containing waste in Minnesota solid waste landfills (not demolition debris
landfills) permitted to accept asbestos containing wastes. Provide Mn/DOT with all landfill disposal receipts.

         (I)      The Contractor shall supply the following documentation to Mn/DOT:

                  (1)       Completed waste shipment manifest signed by disposal site;
                  (2)       List of personnel performing work and level of training for each;
                  (3)       Personnel exposure monitoring results.

DBS-2104.4 (2104) HAUL SALVAGED MATERIALS
                   This work shall consist of loading and hauling salvaged materials, not required for installation
elsewhere under this Contract, to the designated storage area(s) and depositing said materials thereat in a manner
satisfactory to the Mn/DOT.

                   The Contractor shall give Mn/DOT at least 24 hours notice before salvaged materials are to be
delivered to the storage area so that arrangements can be made to have a yard man available to accept the salvaged
materials.

                   Salvaged material shall arrive at the storage area in carefully segregated lots so that it can be easily
and quickly placed in its proper storage location. The Contractor shall unload the salvaged material and place it at
the locations in the yard designated by the Mn/DOT yard man.

DBS-2104.5 (2104) REMOVE SEALANT MATERIALS
Use when paving bituminous over concrete base.

                  This work shall consist of removing joint/crack seal material from the concrete base in accordance
with the applicable Mn/DOT Standard Specifications and the following:




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                 Joints, cracks and surface of the concrete base shall be cleared of debris by brooming and air
pressure (690 KPa, min. [100 p.s.i.g., min.]). Provide for disposal of removed material outside the Right of Way in
accordance with Mn/DOT 2104.

                  Depressions which result after air blasting or removal operations, which are greater than two
inches in depth and four inches in width, cracks and joints that are 40 mm+ [1-1/2 inches+] in width shall be patched
with the same material used to pave over the concrete base. Patching these areas shall be done ahead of the paver
and rolled with a pneumatic tired roller.

DBS-2104.6 (2104) REMOVE SEALANT MATERIALS
Use when paving bituminous over rubblized concrete base.

                  This work shall consist of removing joint/crack seal material from the concrete base in accordance
with the applicable Mn/DOT Standard Specifications and the following:

                  Prior to shattering the pavement, joints, cracks and surface of concrete base shall be cleared of
debris by brooming and air pressure (690 KPa, min. [100 p.s.i.g., min.]). Provide for disposal of removed material
outside the Right of Way in accordance with Mn/DOT 2104.

DBS-2104.7 (2104) REMOVE ASBESTOS AND REGULATED WASTE MATERIAL
                This work shall consist of removing asbestos and regulated waste material in accordance with the
applicable Mn/DOT Standard Specifications and the following:

                   All asbestos and regulated waste/material removal shall be removed and disposed of in accordance
 with all applicable rules/regulations and Mn/DOT Policy. See Section DBS-1701 (LAWS TO BE OBSERVED
 (BUILDINGS)) of these Special Provisions for additional information. The Contractor shall use Mn/DOT
 approved companies for testing, waste transport and disposal as provided and described in Mn/DOT's manual
 "Asbestos and Regulated Waste Manual For Structure Demolition Or Relocations for Construction Projects"
 available on the following website: http://www.dot.state.mn.us/environment/regulated-materials/index.html.
 Contact Mark Vogel, Office of Environmental Services, 651.366.3630 with any questions regarding the manual.

                Appointments for viewing the building may be arranged by contacting Jane Lee, Mn/DOT District
 Right of Way Representative for Metro at telephone (651) 234-7577.

DBS-2104.8 (2104) ASBESTOS AND REGULATED WASTE ASSESSMENT
                   This work shall consist of requiring the Contractor to furnish asbestos and regulated waste
assessments. All asbestos and regulated waste assessments shall be in accordance with all applicable
rules/regulations and Mn/DOT Policy. See Section DBS-1701 (LAWS TO BE OBSERVED (BUILDING
REMOVALS)) of these Special Provisions for additional information. The Contractor shall use Mn/DOT approved
companies for testing, waste transport and disposal as provided and described in Mn/DOT's manual "Asbestos and
Regulated Waste Manual For Structure Demolition Or Relocations for Construction Projects" available on the
following website: http://www.dot.state.mn.us/environment/regulated-materials/index.html. Contact Mark Vogel,
Office of Environmental Services, 651.366.3630 with any questions regarding the manual.

                   Should the laboratory test reveal asbestos or other regulated waste of a type requiring separate
abatements prior to the building demolitions or moves, the Contractor shall follow all applicable rules and
regulation, plus complete the abatement with all documentation to be furnished to the above named individuals. The
Contractor will be compensated for abatement and disposal, in accordance with the provisions of Book 1.

DBS-2104.9 (2104) REMOVAL OF ASBESTOS AND REGULATED WASTE (BRIDGE)




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                  This work shall consist of the removal and disposal of any regulated waste found on existing
bridges or from the utilities located on the bridge, in accordance with the applicable Mn/DOT Standard
Specifications and the following:

                 If during the course of removal or renovation of utility or bridge, additional asbestos materials or
 regulated wastes, the Contractor shall notify Mn/DOT who shall suspend work and the Contractor shall furnish a
 documented inspection and evaluation by a Mn/DOT approved certified MDH contractor prior to the resumption of
 work.

                  All asbestos and/or regulated waste shall be disposed of in accordance with Mn/DOT's manual.
 Only those listed in this manual as pre-approved for asbestos and/or regulated waste will be allowed to work on
 this Project. The Contractor's shall use Mn/DOT approved companies for testing, waste transport and disposal as
 provided and described in Mn/DOT's manual "Asbestos and Regulated Waste Manual For Structure Demolition Or
 Relocations for Construction Projects" available on the following website:
 http://www.dot.state.mn.us/environment/regulated-materials/index.html. Contact Mark Vogel, Office of
 Environmental Services, 651.366.3630 with any questions regarding the manual.

                  All material shall be removed, identified, and disposed of in accordance with Section DBS-1701
 (LAWS TO BE OBSERVED (BRIDGE)) of these Special Provisions. The Contractor will not receive permission
 to begin the regulated waste removals, with the exception of material needed for hazardous and regulated waste
 assessment or testing, until Mn/DOT has copies of all required notices.

                  Disposal of materials by the Contractor shall be in accordance with Book 1, Mn/DOT 2104.3C,
 2442 and the following:

                   The Contractor shall furnish written information to Mn/DOT as to disposal of steel bridge beams
and other steel bridge components coated with lead paint. (See the attached "Notification Form on Disposal of
Bridge Steel".) This information shall include method of stabilization and disposal; name, address, and telephone
number of disposal site; certification that Contractor has notified disposal site of presence of lead paint;
acknowledgment by Contractor of OSHA requirements relating to lead; and certification that Contractor is familiar
with proper handling and disposal of materials with lead-based paint systems. The form supplied in this special
provision shall consist of the signature of the authorized Superintendent verifying that the information is correct.

               The Contractor will not be allowed to proceed with the demolition or renovation of bridges until
 Mn/DOT has received copies of all required notifications as indicated in Section DBS-1701 (LAWS TO BE
 OBSERVED (BRIDGE)) of these Special Provisions.

                 The Contractor shall be responsible to notify any utility owners at least three (3) days prior to the
removal of any regulated waste which may affect the utility allowing the utility owner time to have a representative
on site.

DBS-2104.10 (2104) REGULATED WASTE ASSESSMENT (BRIDGE)
                  This work shall consist of requiring the Contractor to furnish asbestos and regulated waste
assessments for the work on bridges. This assessment will include any utilities located on the bridge. All asbestos
and regulated waste assessments shall be in accordance with all applicable rules/regulations and Mn/DOT Policy.
See Section DBS-1701 (LAWS TO BE OBSERVED (BRIDGE)) of these Special Provisions for additional
information. Comply with Mn/DOT's manual "Asbestos and Regulated Waste Manual for Structure Demolition or
Relocations for Construction Projects" available on the following web site:
http://www.dot.state.mn.us/environment/regulated-materials/index.html.

                  The Contractor shall only use Mn/DOT approved contractors for: building/bridge assessments,
asbestos abatement and regulated waste oversight, asbestos removal, regulated waste removal, and regulated waste
disposal and recycling (for a list of Mn/DOT Approved Contractors call 651.366.3630).




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                   Should the laboratory test reveal asbestos or other regulated waste (with the exception of the lead
paint indicated elsewhere in this Contract) of a type requiring separate abatements prior to the demolitions or
renovation, the Contractor shall follow all applicable rules and regulation, plus complete the abatement with all
documentation to be furnished to the above named individuals. The Contractor will be compensated for abatement
and disposal, in accordance with the provisions of Book 1.

DBS-2104.11 (2104) ABANDON PIPE SEWER
                This work shall consist of sealing and abandoning an existing pipe sewer in accordance with the
applicable Mn/DOT Standard Specifications and the following:

                  The abandoned pipe sewer shall be filled with granular material and capped watertight. Filling
and capping of the abandoned sewer pipe shall be considered incidental work for which no direct payment will be
made.

DBS-2104.12 (2104) REMOVE AND HAUL TREATED WOOD
                If the Contractor is required to dispose of treated wood, the provisions of Mn/DOT 2104 are
supplemented with the following:

DBS-2104.12.1 The Contractor can elect to reuse the treated wood for its original intended purpose. The
Contractor shall furnish a completed Transfer of Ownership form to Mn/DOT prior to removing any treated wood
from the Project limits. The Transfer of Ownership form is available at the following website:
http://www.dot.state.mn.us/environment/regulated-materials/pdf/treated-wood-transfer.pdf .

DBS-2104.12.2 If the Contractor cannot or elects not to re-use the treated wood for its original intended purpose,
but must be disposed, the following shall apply:

         (A)       The Contractor shall dispose of all waste treated wood in a MPCA permitted Minnesota solid
waste or industrial landfill. The Contractor shall not dispose of waste treated wood in a demolition landfill. Within
30 days after the treated wood is transported to the landfill, the Contractor shall provide Mn/DOT with shipping
manifests, scale tickets and invoices. Shipping manifests shall include, but are not limited to, the following
information: specify treated wood as the type of waste, quantity of wood, date of hauling and disposal, and location
of disposal.

          (B)      The Contractor has the option to chip creosote treated wood on site instead of hauling it to a
landfill. After the wood is chipped on site, the Contractor shall transport the chipped wood off site to a MPCA
permitted incinerator that is permitted to burn creosote treated wood. Call 651.366.3630 for list of incinerators
permitted to burn creosoted treated wood. This applies to creosote treated wood only.

DBS-2105.1 (2105) EXCAVATION AND EMBANKMENT
                 Roadway excavation and embankment construction shall be performed in accordance with the
provisions of Mn/DOT 2105, and the following:

                   Mn/DOT 2105.2A2 Rock Excavation is revised to read as follows:

                   Rock excavation shall consist of all materials that cannot, in Mn/DOT‟s opinion, be excavated
                   without drilling and blasting or without the use of rippers, together with all boulders and other
                   detached rock each having a volume of 1 cubic meter (1 cubic yard) or more.

                   The last paragraph in Mn/DOT 2105.3B Preparation of Embankment Foundation, is revised to
read as follows:




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                  Before backfilling depressions within the roadway caused by the removal of foundations,
                  basements, and other structures, the Contractor shall enlarge the depressions as directed by
                  Mn/DOT.

                The first and second sentences in the second paragraph in Mn/DOT 2105.3D Disposition of
Excavated Material, are revised to read as follows:

                  When the soils are so varied that selection and placement of uniform soils is not practical, the
                  Contractor shall use disks, plows, graders or other equipment to blend and mix suitable soils to
                  produce a uniform soil texture, moisture content and density; except that, all soils that contain 20
                  percent or more particles passing the 75 um (#200) sieve shall be blended, mixed and dried with a
                  disk, within the entire upper 2 meters (6 feet) of embankment. The disk shall meet the
                  requirements of 2123 N, Disk Harrow. A disk is also to be used below the upper 2 meters (6 feet)
                  of the embankment fill area, if in the opinion of Mn/DOT, the Contractor is not producing a
                  uniform soil texture.

                  The fifth paragraph in Mn/DOT 2105.3D Disposition of Excavated Material, is revised to read as
follows:

                  Peat, muskeg, and other unstable materials that are not to be used in the roadbed embankments
                  shall be deposited in the areas approved by Mn/DOT. All other material that is considered
                  unsuitable for use in the upper portion of the roadbed shall be placed outside of a 1:1 slope down
                  and outward from the shoulder lines on fills under 10 m (30 feet) in height or outside of a 1
                  vertical to 1.5 horizontal slope down and outward from shoulder lines on fills over 10 m (30 feet)
                  in height, or used to flatten the embankment slopes, or disposed of elsewhere as approved by
                  Mn/DOT.

                   The second sentence in the eighth paragraph of Mn/DOT 2105.3D Disposition of Excavated
Material, is revised to read as follows:

                  No stones exceeding 150 mm (6 inches) in greatest dimension will be permitted in the upper 1 m
                  (3 feet) of the roadbed embankment.

                  The fourth to last paragraph in Mn/DOT 2105.3D Disposition of Excavated Material, which
begins with “All combustible debris materials (stumps, roots, logs, brush, etc.) together with all…” is hereby deleted
and replaced with the following:

                  All noncombustible materials other than soils (oversized rock, broken concrete, metals, plastic
                  pipe, etc.) shall be disposed of in accordance with 2104.3C.

                  Excess soils and rock not used on the Project shall become the property of the Contractor and shall
be disposed of outside of the Right of Way. Disposal sites shall be left in a well graded condition with all solid
wastes and boulders adequately covered.

                 No disposal shall occur in those areas defined below as "environmentally sensitive" unless the
Contractor can document that: 1) non-sensitive areas are not available; or that 2) the material can be used to benefit
an "environmentally sensitive" area. All necessary permits for the disposal operations shall be obtained by the
Contractor and approval from the appropriate State and Federal Agencies shall be included in the Contractor's
Disposal Plan.

           (A)    No disposal shall occur in the following "environmentally sensitive" area:

                  (1)      Wetlands, as described in "Wetlands of the United States", Circular 39, published by the
                           U.S. Department of Interior, Fish and Wildlife Service;
                  (2)      100-year frequency flood plains;



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                  (3)      Archaeological or historic sites – See Section DBS-1701 (LAWS TO BE OBSERVED
                           (CULTURAL RESOURCES)) of these Special Provisions for specific requirements;
                  (4)      Areas with stability or settlement problems;
                  (5)      Areas with artesian conditions;
                  (6)      Unique animal or plant communities;
                  (7)      Landscapes or geologic formations with exemplary, unique, rare or
                           threatened/endangered characteristics.

        (B)      If it is anticipated that areas an environmentally sensitive area may be affected by disposal site
usage and/or any of the Contractor's operations, Mn/DOT will determine exact limits on an "as needed basis".

        (C)       Prior to the disposal of any excess grading materials, concrete rubble, bituminous materials, or any
other materials requiring disposal, the Contractor shall have on file a written Disposal Plan with written approval by
Mn/DOT. The written Disposal Plan must reflect not only the above requirements, but also the following points:

                  (1)      That legal permission from the property owner has been obtained;
                  (2)      That all required local and county disposal permits have been obtained;
                  (3)      That the MPCA has reviewed and granted permits as necessary for solid waste disposal;
                  (4)      That the disposal area and Plan meet with requirements of the U.S. Fish and Wildlife
                           Service as noted in Executive Order 11990 and Circular 39, as verified by field review.
                           In this regard, the Contractor shall give notice sufficient to permit Mn/DOT and a
                           representative from the Mn/DOT Office of Environmental Services to conduct a site
                           review; and
                  (5)      That the limits of the disposal area will be staked by the Contractor so as to accommodate
                           the site review and aid the Contractor in limiting disposal operations so that
                           encroachments do not inadvertently occur.

                  The Contractor is required to present his/her Disposal Plan in detail at the Pre-construction
Conference.

          Mn/DOT 2105.3.F Compacting Embankments is revised to add the following section:

                  F3 Modified Penetration Index Method
          The full thickness of each layer of Select and Granular Borrow subgrade materials shall be compacted to
achieve a penetration index value as described in the modified dynamic cone penetrometer (DCP) test procedure, as
determined by an Mn/DOT standard dynamic cone penetrometer (DCP) device. For test purposes, a layer will be
considered 1-foot (300 mm) in compacted thickness. Two DCP tests shall be conducted at selected sites within each
4,000 cu. yd. (3,000m3) (CV) of constructed subgrade. If either of the tests fails to meet the specified requirements,
the material represented by the test shall be recompacted and retested for penetration index compliance.

DBS-2105.2 (2105) ROCK BLASTING SPECIFICATIONS
                   The provisions for rock blasting, as covered herein, are applicable to all uses of explosive
materials in the fragmentation of rock for the purpose of excavation of rock materials. These provisions cover the
usage of explosives, Project documentation, safety, public relations and vibration controls, required for the types of
rock excavation listed below. Construction details for these items are found elsewhere in these Special Provisions,
or the Mn/DOT Standard Specifications.

        (A)      (2105) Rock Excavation refers to the main fragmentation blasting resulting from appropriately
spaced production holes drilled throughout the rock excavation area. This includes rock excavated outside the
normal roadway grading section as defined under Rock Channel Excavation.

         (B)      (2105) Controlled Excavation refers to the controlled use of explosives and blasting accessories in
carefully spaced and aligned drillholes to produce a shear plane in the rock along the specified excavation



Special Provisions – Division 2                                                                            Page 17 of 224
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backslope. Controlled excavation techniques covered by this specification include presplitting and cushion (trim)
blasting.

          (C)     (2451) Structure Excavation, Class R refers to removal of rock materials (bedrock, boulders,
detached rock, or concrete) where the excavation will be used for the placement of bridge or miscellaneous structure
footings.

                  GENERAL REQUIREMENTS

         (A)      Use of Explosives. The regulatory requirements of OSHA Safety and Health Standards 29 CRF,
Part 1926, Subpart U, "Blasting and Use of Explosives", shall apply. All blasting operations, including the storage
and handling of explosives and blasting agents, shall be performed in accordance with the applicable provisions of
the Mn/DOT Standard Specifications and all other pertinent federal, state, and local regulations. Whenever
explosives are used, they shall be of such character and in such amount as is permitted by state and local laws and
ordinances and all respective agencies having jurisdiction over them. The person(s) responsible for the use of
explosive materials shall be knowledgeable and experienced in their use and handling. Blasting will be limited to a
period between 8:00 a.m. and 5:00 p.m., or as otherwise approved by Mn/DOT.

          (B)      Blasting Plan Submittal. Not less than three weeks prior to commencing drilling and blasting
operations, or at any time the Contractor proposes to change the drilling and blasting methods, the Contractor shall
submit a "Blasting Plan" to Mn/DOT for review. The blasting plan shall describe in full details, the drilling and
blasting patterns the Contractor proposes to use for the types of blasting required by the Contract. The blasting plan
shall include (at a minimum):

                  (1)      Name and experience of Blaster(s).
                  (2)      Type of explosives, primers and initiators including manufacturers' data sheets for all
                           explosive products.
                  (3)      General blasting configurations including hole size, spacing, loading pattern, detonation
                           procedure, anticipated maximum kilograms [pounds] of explosive per delay, powder
                           factor, number of lifts, and limits of blasting.
                  (4)      Procedures to inform and protect the public and adjacent property (e.g. signs, horns,
                           letters, personal visits, etc.)
                  (5)      Flyrock control plan
                  (6)      Proposed "Shot Log" for individual blasts.

                   The blasting plan submittal is for quality control and record keeping purposes. Review of the blast
plan by Mn/DOT shall not relieve the Contractor of his responsibility for the accuracy and adequacy of the plan
when implemented in the field. When the Contract requires the Contractor to retain a blasting consultant to assist
with the blast design, all blasting plan submittals must be approved by the blasting consultant.

         (C)     Shot Log. The Contractor is required to submit records (shot logs) for each individual shot on
forms approved by Mn/DOT. The shot log shall be maintained by the Contractor and submitted to Mn/DOT at the
end of each day. No blasting will be allowed until the shot log from the preceding day has been submitted to
Mn/DOT. The shot log shall include the following information (at a minimum):

                  (1)      Location of the shot by station and offset.
                  (2)      Plan view of the drill pattern including free face, burden, hole spacing, diameters and
                           angles.
                  (3)      Section view showing type and amount of explosives, primers, initiators, location and
                           depth of stemming, lift height and subdrill depth.
                  (4)      Initiation sequence of holes including cumulative delay times and delay system.
                  (5)      Maximum peak particle velocity measured at the closest (or most critical receptor),
                           location of monitoring station and scaled distance.




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         (D)      Scaling and Stabilization. All rock on the excavated face that is loose, hanging, or which creates a
potentially dangerous situation shall be removed or stabilized, to Mn/DOT's satisfaction, during or upon completion
of the excavation in each lift. Drilling of the next lift will not be allowed until this work has been completed.

                   Exposed rock slopes shall be scaled throughout the span of the Contract and at such frequency as
required to remove all hazardous loose rock or overhangs. The slopes shall be hand scaled using a suitable standard
steel mine scaling rod. Other methods such as machine scaling, hydraulic splitters, or light blasting may be used in
lieu of or to supplement hand scaling.

                  If in-place stabilization of backslope rock is required, due to defects inherent in the bedrock
structure or weathering, rock bolting or other stabilization techniques shall be used. Stabilization necessitated, in the
opinion of Mn/DOT, by the Contractor`s blasting or excavation operations, shall be performed at the Contractor`s
expense.

          (E)     Safety. The Contractor shall observe the entire blast area for a minimum of 5 minutes following a
blast to guard against rock fall before commencing work in the cut. The Contractor is responsible for the safety of
workers and the public in general.

                     Mn/DOT will, at all times, have the authority to prohibit or halt the Contractor`s blasting
operations if it is apparent that, through the methods being employed, the required slopes are not being obtained in a
stable condition, or the safety, convenience, or property of the public is being jeopardized.

                  The Contractor is advised that structures may be located close to the proposed work and that noise
and vibration producing activities shall be conducted so as to preclude damage to these structures and undue
annoyance to their occupants. The Contractor shall be responsible for all damage caused by his activities.

          (F)       Public Relations. The Contractor is required to have both letter and personal contact with
residents or owners of buildings that are adjacent to the construction area or near enough to it for ground vibrations
from construction operations (including blasting) to affect the structure, personal property, or water wells. This
contact shall be made prior to the beginning of any blasting or other vibration producing activity. The Contractor
shall furnish a list of those contacted to Mn/DOT, as part of the blasting plan.

                 The Contractor shall identify a contact person for complaints from the public, and shall maintain a
log of such complaints, and any action taken by the Contractor. This log shall be available to Mn/DOT at his
request.

          FLYROCK CONTROL
                  Before the firing of any blast in areas where flying rock may result in personal injury or damage to
property or the work, the rock to be blasted shall be covered with approved blasting mats, soil, or other equally
serviceable material, to prevent flyrock. Flyrock control procedures will be approved by Mn/DOT.

           FRESH CONCRETE VIBRATION CONTROLS
                   During the course of the work, the Contractor may desire to conduct vibration producing activities
(such as blasting, vibratory compaction, pavement breaking or operation of heavy construction equipment) in the
vicinity of freshly poured concrete. The following maximum* vibration levels for fresh concrete shall apply:

                  Concrete Age (hours)                 Maximum Peak Particle Velocity
                                                             mm/sec [inches/sec]
                           0-3                               No Limit
                           3-12                              25 [1.0]
                           12-24                             40 [1.5]
                           24-48                             65 [2.5]
                           48 or more                        100 [4.0]

                (*The term maximum as used herein refers to the maximum of three mutually perpendicular
transducer components.)


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                    The Contractor shall provide the necessary monitoring equipment (typically a vibration
seismograph) to assure that these limits are not exceeded. Any monitoring equipment supplied shall be capable of
measuring a peak particle velocity of at least 100 mm per second [4.0 inches per second]. Vibrations shall be
measured at a point directly between the concrete structure and the closest point of the vibration producing
operation. The actual measuring point will be determined by the Contractor, and the geophone will typically be
buried in the soil adjacent to the structure or placed on the structure. When located on the structure, the geophone
must be grouted or mechanically fastened (bolted) to the structure.

                    If the Contractor desires to utilize higher vibration limits than those permitted above, he must
submit a recommendation prepared by a recognized Consultant with expertise in this field. The Consultant report
must be specific to this Project and shall include (at a minimum): 1) the proposed vibration limits, 2) basis for these
limits, 3) specific equipment that will be employed to monitor the vibrations, and 4) potential impact of the proposed
vibration levels on other structures or buildings on or off the Right of Way. Mn/DOT will review the submittal and
respond within two weeks. If the use of higher vibration levels is approved and subsequent damage occurs, such as
cracking of the concrete or deterioration of support rock below the structure, lower vibration levels will be
established. Any damage caused by the higher limits shall be repaired by the Contractor to the satisfaction of the
Mn/DOT at no cost to the State.

                   The above vibration limits, or any new limits established for the protection of fresh concrete on
this Project, do not relieve the Contractor from complying with any other vibration limits that may be in force on the
Project, nor do they relieve the Contractor from responsibility for damage to any existing structures (on or off the
Right of Way) that may be affected by vibrations at lower levels than are allowed herein for the protection of the
concrete.

                  All work specified for monitoring vibrations in the vicinity of fresh concrete as described above,
including but not limited to, furnishing monitoring equipment and maintaining appropriate records, shall be
considered an incidental expense for which no direct compensation will be made.

           VIBRATION CONTROL AND MONITORING
                  Whenever vibration damage to adjacent structures is possible, the Contractor shall monitor each
blast with an approved seismograph located between the blast area and the closest (or most critical) structure subject
to blast damage. The seismograph shall be capable of recording peak particle velocity for three mutually
perpendicular components of vibration in the range generally found in construction blasting.

                 The peak particle velocity of each component shall not be allowed to exceed the safe limits, as
established below, for all adjacent structures subject to vibration damage.

         (A)      Ground Vibration Control Limit. The maximum single component peak particle velocity
resulting from construction activity shall not exceed the safe blasting criteria established in Office of Surface Mining
recommendations, OSM Alternative Blasting Level Criteria (Modified from Figure B 1, RI 8507 U.S. Bureau of
Mines). This criteria allows a constant peak particle velocity (ppv) of 2.0 inches per sec (ips) above 30 Hz. Below
30 Hz, the maximum velocity decreases at a rate equivalent to a constant peak displacement of 0.01 inch to 11 Hz..
Between 11 Hz and 4 Hz the maximum velocity is 0.75 ips. Below 4 Hz the maximum velocity decreases at a rate
equivalent to a constant peak displacement of 0.03 inch.




Special Provisions – Division 2                                                                             Page 20 of 224
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        (B)      Air Blast Control Limit. The maximum measured air blast resulting from blasting shall not
exceed 135 dB (0.015 psi) Linear-Peak weighting. A and C weighting systems are not allowed.

         (C)       Vibration Monitors. An amplitude/frequency vibration monitor shall be supplied that is capable of
measuring, recording and producing a printed paper version of the frequency and peak particle velocity in each of
three mutually perpendicular axes (“vector sum” instrumentation is not allowed). The instrument must have the
appropriate sampling rate and velocity range to measure vibration levels generally found in construction blasting
(must be able to measure peak particle velocity up to at least 4 inches per second). The instrument shall be capable
of measuring Linear Scale air blast pressure (other weighting systems, such as A- or C-scale are not allowed). The
instrument must also be capable of plotting the measured vibration level against the OSM criteria, or be capable of
reporting the frequency and displacement of each vibration event. The vibration monitoring equipment must have
current calibration documentation. All vibration monitoring equipment shall be approved by Mn/DOT prior to
usage on the Project.

                  When blasting near buildings, structures or utilities which may be subject to damage from blast
induced ground vibrations, the ground vibrations shall be controlled by the use of properly designed delay sequences
and allowable charge weights per delay. Allowable charge weights per delay shall be based on vibration levels
which will not cause damage. The allowable charge weights per delay shall be established by carrying out trial
blasts and measuring vibration levels. The trial blasts shall be carried out in conformance with the blasting test
sections described elsewhere in these provisions, modified as required to limit ground vibrations to a level which
will not cause damage.




Special Provisions – Division 2                                                                         Page 21 of 224
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                  All work specified for monitoring vibrations as described above, including but not limited to,
furnishing monitoring equipment and maintaining appropriate records, shall be considered an incidental expense for
which no direct compensation will be made.

DBS-2105.3 (2105) ROCK EXCAVATION (PRODUCTION BLASTING)
                  Rock excavation, as covered herein, refers to the main fragmentation blasting resulting from
appropriately spaced production holes drilled and detonated in the excavation area. This includes the blasting
procedures for rock channel excavation, and for general excavation areas adjacent to controlled excavation slopes or
in areas where no controlled excavation is required. General rock excavation of this nature is referred to in these
provisions as "production blasting".

                  All production blasting shall be governed by the appropriate provisions of Mn/DOT 2105 and
these Special Provisions.

                  PROCEDURE
                  Production blast holes shall be drilled on the patterns as submitted by the Contractor in the
Blasting Plan. Hole diameters shall not exceed 150 mm [6 inches]. Detonation of production holes shall generally
be on a controlled delay sequence toward a free face to minimize environmental effects.

                   If controlled excavation is specified, the row of production blast holes immediately adjacent to any
backslope shaped by controlled excavation shall be drilled on a plane approximately parallel to the controlled back
slope. Production holes shall not be drilled closer than 1.8 m [6 feet] to the controlled excavation slope. When
shooting to an intermediate working bench, the bottom of the production holes shall not be lower than the bottom of
the adjacent controlled blast holes.

                   It is the Contractor`s responsibility to take all necessary precautions in the production blasting so
as to preserve the integrity of the final rock backslope.

                    TEST SECTION(S)
                    Prior to commencing full-scale production blasting, the Contractor shall demonstrate the adequacy
of the proposed blasting technique by drilling, blasting, and excavating short test sections of between 7.6 - 15.2 m
[25 - 50 feet] in length, to determine which combination of method, hole spacing, and charge works best for the rock
type and existing geologic conditions. When field conditions warrant, the Contractor may use test section lengths
other than specified above. Unless otherwise ordered by Mn/DOT, such test sections may be incorporated as part of
the planned excavation.

                   Requirements for controlled and production blasting operations or any ground vibration or airblast
limits covered elsewhere in these special provisions shall also apply to the blasting carried out in conjunction with
the test sections.

                    The Contractor will not be allowed to drill ahead of the test shot area until the test section has been
excavated and the results evaluated by the Contractor‟s Engineer. If the results of the test shot(s), in the opinion of
the Contractor‟s Engineer, are unsatisfactory, then, notwithstanding the Contractor Engineer's prior review of such
methods, the Contractor shall adopt such revised methods as are necessary to achieve the required results.
Unsatisfactory test shot results include an excessive amount of fragmentation or overbreak beyond the indicated
lines and grade, excessive flyrock, or nonconformance to other requirements within these specifications (such as
vibrations limits).
DBS-2105.4 (2105) CONTROLLED EXCAVATION
                  Where required, controlled excavation techniques, as covered herein, shall be used for forming
highway rock cut slopes at the locations shown on the Plans. Unless otherwise provided, controlled excavation shall
be used on all rock backslopes steeper than 1V:1H. No overbreak allowance will be provided outside of controlled
excavation backslopes.



Special Provisions – Division 2                                                                               Page 22 of 224
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                   Controlled excavation refers to the controlled use of explosives and blasting accessories in
carefully spaced and aligned drill holes to produce a finished surface or shear plane in the rock along the specified
backslope. This procedure will produce a relatively smooth backslope, will minimize overbreak and the need for
scaling, and optimize slope stability. Controlled excavation techniques covered by this specification include
presplitting and cushion (trim) blasting, although other types of controlled excavation may occasionally be
appropriate. When presplitting, the detonation of the presplit line shall be before the detonation of any adjacent
production holes. Cushion blasting is similar to presplitting, except that the detonation along the finished face shall
be performed after the detonation of the production holes.

                   Presplitting is the technique specified herein and cushion blasting (or other controlled excavation
methods) may only be used in special situations. If a controlled excavation technique other than presplitting or
cushion blasting is permitted, those requirements of these special provisions relating to hole size, hole spacing,
explosive type, stemming location and type, detonation delays, down-hole detonating cord, and other similar
constraints will be modified to permit the Contractor to vary the controlled excavation elements as appropriate to
achieve the specified results. All requirements of these Special Provisions relating to presplitting, which would be
equally applicable to other forms of controlled excavation, are retained and will be enforced on the Project.

                  SHOT LOG
                  A shot log, with the same format as required with the production blasting, will be submitted for
each controlled excavation shot. When controlled excavation patterns are shot in conjunction with a production
round, two shot logs shall be provided to the Contractor‟s Engineer (one for each activity); these shall be identified
by the shot number, but labeled "A" and "B" for controlled and production shots, respectively.

                   BLASTING TEST SECTION(S)
                   Prior to commencing full-scale controlled excavation operations, the Contractor shall demonstrate
the adequacy of the proposed blasting technique by drilling, blasting, and excavating short test sections of between
7.6 - 15.2 m [25 - 50 feet] in length, to determine which combination of method, hole spacing, and charge works
best for the rock type and existing geologic conditions. When field conditions warrant, the Contractor may be
ordered/permitted to use test section lengths other than specified above. Such test sections may be incorporated as
part of the planned excavation along the designed backslope. The term test section shall mean drilling, loading,
shooting and exposure of the complete face to viewing. Each test section must include a backslope that has a
minimum height of at least 3 m (10 feet) measured vertically.

                   The Contractor will not be allowed to drill ahead of the test shot area until the test section has been
excavated and the results evaluated by the Contractor‟s Engineer. An accwptable presplit face will have a relatively
smooth fracture connecting adjacent drill holes, the trace (cast or "half barrel") of each hole will be clearly evident,
and specifications for face tolerances will be met. If the results of the test shot(s) are unsatisfactory, then the
Contractor shall adopt such revised methods as are necessary to achieve the required results. Unsatisfactory test
shot results include an excessive amount of fragmentation or overbreak beyond the presplit line, absence of
satisfactory evidence of drill hole traces (casts), out-of-tolerance face, excessive flyrock, or nonconformance to other
requirements within these specifications.

                   The spacing between holes, powder type, loading pattern or shot sequence shall be varied
according to the characteristics and structure of the bedrock formations. The Contractor shall begin the tests with
the controlled excavation holes spaced no more than 600 mm [2 feet] apart, then adjust if needed, until the
Contractor‟s Engineer approves the spacing to be used for full-scale controlled excavation operations. If at any time
during the progress of the work, the methods of drilling and blasting do not produce the desired result of a uniform
slope and shear face within the tolerances specified, the Contractor will be required to drill, blast, and excavate
additional short sections, not exceeding 7.6 - 15.2 m [25 - 50 feet] in length, until a technique is arrived at that will
produce the desired results. If the Contractor modifies any element from the test section (including personnel), he
shall so inform the Contractor‟s Engineer and an additional test section may be required.

                  Requirements for controlled and production blasting operations or any ground vibration or airblast
limits covered elsewhere in these special provisions shall also apply to the blasting carried out in conjunction with
the test shots.



Special Provisions – Division 2                                                                              Page 23 of 224
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                  CONTROLLED EXCAVATION METHODS

         (A)     Presplitting. All presplitting, including that carried out in conjunction with the "Blasting Test
Section" requirements outlined above, shall be performed as specified below.

                    The Contractor shall completely remove all overburden soil and loose or decomposed rock along
the top of the excavation for a distance of at least 10 m [30 feet] beyond the end of the production hole drilling
limits, or to the end of the cut, before drilling the presplitting holes. Potentially dangerous boulders or other material
located beyond the excavation limits shall also be removed.

                   Presplit holes shall be drilled within 75 mm [3 inches] of the staked collar location. Presplit holes
shall extend a minimum of 10 m [30 feet] beyond the limits of the production holes to be detonated, or to the end of
the cut as applicable. All drilling equipment used to drill the presplit holes shall have mechanical devices affixed to
that equipment to accurately determine the angle at which the drill steel enters the rock. Presplit hole drilling will
not be permitted if these devices are either missing or inoperative.

                   The Contractor shall control his drilling operations by the use of proper equipment and technique
to ensure that no hole shall deviate from the plane of the planned backslope by more than 225 mm [9 inches] either
parallel or normal to the slope. After shooting, no rock shall protrude toward the roadway more than 300 mm [1
foot] from the plane of the designated backslope. For those slopes to be covered by retaining structures, the
Contractor is responsible for removing any protrusions that might in any way interfere with adjacent structures, the
forming for such structures, or the intention of the design.

                  The presplit drill holes shall be not less than 62.5 mm [2-1/2 inches] and not more than 75 mm [3
inches] in diameter.

                 The length of presplit holes for any individual lift shall not exceed 10 m [30 feet] unless the
Contractor can demonstrate to Mn/DOT that he can stay within the prescribed tolerances and produce an acceptable
slope. Upon satisfactory demonstration, the length of holes may be increased to a maximum of 18.3 m [60 feet]. If
greater than 5% of the presplit holes are misaligned in any one lift, the Contractor shall reduce the height of the lifts
until the 225 mm [9 inch] hole alignment tolerance is met.

                   When the cut height will require more than one lift, a nominal 300 mm [12 inch] offset between
lifts shall be permitted to allow for drill equipment clearances. The Contractor shall begin the presplit drilling at a
point which will allow for necessary offsets and shall adjust, at the start of lower lifts, to compensate for any drift
which may have occurred in the upper lifts. Drilling up to 600 mm [2 feet] below ditch bottom will be allowed to
facilitate removal of the toe berm.

                   Before placing charges, the Contractor shall determine that the hole is free of obstructions for its
entire depth. All necessary precautions shall be exercised so that the placing of the charges will not cause caving of
material from the walls of the holes. Drill hole conditions may vary from dry to filled-with-water. The Contractor
will be required to use whatever type(s) of explosives and/or blasting accessories necessary to accomplish the
specified results.

                  The maximum diameter of explosives used in presplit holes shall not be greater than 1/2 the
diameter of the presplit hole. Only standard explosives manufactured especially for presplitting shall be used in
presplit holes. Bulk ammonium nitrate and fuel oil (ANFO) shall not be allowed to be loaded in the presplit holes.
Detonating cord shall be used for down-hole and trunk line connections.

                   The bottom charge of a presplit hole may be larger than the line charges, but shall not be large
enough to cause overbreak. The top charge of the presplit hole shall be placed far enough below the collar and be
reduced sufficiently to avoid overbreaking and heaving. The upper 1 m [3 feet] shall not be loaded. The upper
portion of all presplit holes, from the top-most charge to the hole collar, shall be stemmed. Stemming materials
shall be minus 9.5 mm [3/8 inch] clean, dry, angular granular material or pea gravel, with not more than 4 percent
passing the 75 m [No. 200] sieve.



Special Provisions – Division 2                                                                              Page 24 of 224
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                  As long as equally satisfactory controlled excavation slopes are obtained, the Contractor, at his
option, may either presplit the backslope face before drilling for production blasting or may presplit the slope face
and production blast at the same time, provided that the presplitting drill holes are fired first. If required to reduce
ground vibrations or noise, presplit holes may be delayed, providing the hole-to-hole delay is no more than 25
milliseconds and satisfactory backslopes are achieved.

          (B)      Cushion (Trim) Blasting. Where the horizontal distance from the designed rock backslope to the
inplace existing rock face is less than 4.6 m [15 feet], the Contractor may cushion blast in lieu of presplitting.
Cushion blasting is similar to presplitting except that the detonation of holes along the design backslope shall be
after the detonation of all production holes. Difference in delay time between the cushion shots and the nearest
production row shall not be greater than 75 milliseconds nor less than 25 milliseconds. With the exception of the
above detonation variation, requirements previously given for presplitting shall also apply to cushion blasting.

DBS-2105.5 (2105) SHOULDER TRENCHING
                  This work shall consist of excavating a trench adjacent to the existing pavement in order to
facilitate widening construction. The work shall be performed in accordance with the Plan details and the provisions
of Mn/DOT 2105, except as modified below:

                  The bottom of the trench shall be compacted over its full width by a minimum of four passes with
an approved roller.

                 The trench will not be allowed to remain open overnight and trenching operations will not be
permitted on opposite sides of the roadbed concurrently.

                   The material obtained from the trenching excavation shall not be stockpiled on the shoulders
beyond the end of the working day in which it was excavated and it shall not be used to bring the existing aggregate
shoulders to the required grade and cross-section.

                 The material obtained from the trenching excavation shall be disposed of according to the
provisions of Mn/DOT 2105 but shall not be disposed of in any area determined to be environmentally sensitive.


DBS-2105.6 (2105) CONSTRUCT TURN LANE
                  This work shall consist of furnishing all materials and equipment and performing all operations
required to construct the turn lanes as detailed in the Plans, in accordance with the applicable Standard
Specifications, except as modified or supplemented below:

                 Before constructing embankments on existing slopes, the topsoil shall be removed, stockpiled if
necessary, and subsequently placed on the newly constructed slope.

                  The Contractor shall, at his/her own expense, blade, shape and otherwise prepare the existing
shoulder as required to facilitate the turning lane construction.

                 Borrow material for embankment construction shall be common borrow conforming to the
requirements of Mn/DOT 2105.2B2.

                 Consolidation of shoulder widening embankments and aggregate base courses, shall be achieved
by the "Quality Compaction Method" as set forth in Mn/DOT 2105.3F2 and Mn/DOT 2211.3C2 respectively.

                   Excavation operations adjacent to the existing pavement concurrently with similar operations on
the side of the pavement directly opposite and for a distance of 500 feet therefrom will not be permitted.




Special Provisions – Division 2                                                                               Page 25 of 224
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                   Within 48 hours after opening an excavation adjacent to the existing pavement said excavation
shall be backfilled to an elevation no more than 3 inches below the top edge of the pavement thereat.

DBS-2105.7 (2105) SETTLEMENT PLATES
                  This work shall consist of furnishing and installing settlement plates in accordance with the
"Settlement Plate" detail in the Plan, the provisions of Mn/DOT 2105, and the following:

                The Contractor shall maintain the settlement plates to the satisfaction of Mn/DOT. Any plates
damaged by the Contractor's operations shall be repaired or replaced at the Contractor's own expense.

                  The Contractor shall monitor the settlement plates during the tenure of this Contract. The
Contractor is advised that Mn/DOT may monitor the settlement plats during the tenure of this Contract. The
Contractor shall share all results of the Contractor‟s monitoring with Mn/DOT upon request. The Contractor shall
cooperate with said forces in a manner consistent with the provisions of Mn/DOT 1505.

DBS-2105.8 (2105) GEOTEXTILE FOR SEPARATION (STABILIZATION)
                 This work shall consist of placing geotextile below the fill material (may be underwater) at the
location(s) shown in the Plan. The work shall be accomplished according to Mn/DOT 2105, these Special
Provisions. The purpose of the geotextile layer is to provide separation between the fill and underlying softer soils,
to prevent mixing, to provide stability during compaction, to provide some reinforcement and to minimize
differential movement.

                  MATERIAL REQUIREMENTS
                  Geotextile shall conform to the requirements of Mn/DOT 3733, Type V.

                    CONSTRUCTION REQUIREMENTS
                    The prepared surface shall be relatively smooth and free of stones, sticks, or other debris or
irregularities that would tend to puncture or tear the geotextile. The geotextile shall be placed with the highest
strength direction (usually the "machine" or roll direction) oriented in the direction of the greatest expected field
stress. (This will usually be at right angles to the centerline of the construction.)

                  If multiple pieces of geotextile are required, adjacent strips shall be field or factory sewn, with the
seams to have a strength as specified in 3733.2B3. All seams shall be sewn using a "double spool" machine capable
of sewing a Federal Type 401 locking stitch. Seam type (flat, "J", or butterfly), thread strength (110 Newtons [25
pound] minimum), number of rows of stitching (1 or 2) and stitches per 25 mm [inch] (typically 5-7), shall be
consistent with achieving the required seam strength and as recommended by the geotextile manufacturer.

                   The geotextile shall be adequately secured so that it is not displaced during subsequent
construction. No traffic or construction equipment will be permitted to operate directly on the geotextile. Any
damaged geotextile shall be repaired by patching and sewing or, when appropriate, a 900 mm [36 inch] overlap on
all sides without sewing.

                    Fill shall be placed onto the fabric in uniform lifts as required by the applicable specification but
in no case shall lifts in excess of 300 - 450 mm [12-18 inches] be used, unless required to bring the fill above water
level or provide stability. Fill material shall be as shown in the Plan. For placement underwater and for 600 mm [2
feet] above water level, granular materials shall be used.

DBS-2105.9 (2105) RAILROAD TRACK SUB-BALLAST
              This work shall consist of construction railroad track sub-ballast in accordance with the applicable
Mn/DOT Standard Specifications and the following:

                  The sub-ballast material shall meet the requirements of Mn/DOT 3138 for Class 5 Aggregate.


Special Provisions – Division 2                                                                              Page 26 of 224
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DBS-2111          (2111) TEST ROLLING
                  Test rolling shall be performed in accordance with the provisions of Mn/DOT 2111 except as
modified below:

          The first and second sentences of the second paragraph in Mn/DOT 2111.3 Construction Requirements,
are revised to read as follows:

                  The test rolling shall be performed by making two passes over each strip covered by the width of a
                  tire. Unrolled areas between tire paths shall not be wider than 300 mm (12 inches).

DBS-2211.1 (2211) AGGREGATE BASE
                 Aggregate base courses shall be constructed in accordance with the provisions of Mn/DOT 2211
except as modified below:

Compaction shall be achieved by the "Modified Penetration Index Method". See the current “MODIFIED
DYNAMIC CONE PENETROMETER (DCP) TEST PROCEDURE” and corresponding figures found at the
following link http://www.dot.state.mn.us/materials/gbmodpi.html for information about this compaction method.

          The second sentence in Mn/DOT 2211.1 Description, is revised to read as follows:

                  The aggregate base shall be produced and placed under the Contractor‟s quality control program in
                  accordance with the Mn/DOT Grading and Base Manual.

          The last paragraph in Mn/DOT 2211. 3C2 Quality Compaction Method, is revised to read as follows:

                  Mn/DOT may elect to perform density tests as shown in the Mn/DOT Grading and Base Manual,
                  as needed to assist inspection. The actual density obtained by testing the aggregate base must
                  meet or exceed the requirements shown in 2211.3C1 Specified Density or 2211.3C3 Penetration
                  Index Method in order to be acceptable.

          The following is hereby added to Mn/DOT 2211.3C:

         C4       Modified Penetration Index Method

                  The full thickness of each layer of Class 3, 5, 6, or 7 shall be compacted to achieve a penetration
                  index value as described in the modified dynamic cone penetrometer (DCP) test procedure, as
                  determined by a Mn/DOT standard dynamic cone penetrometer (DCP) device. For test purposes,
                  a test layer will be described in the modified dynamic cone penetrometer (DCP) test procedure.
                  Two DCP tests shall be conducted at selected sites within each 800m3 (1000 cubic yards) (CV) of
                  constructed base course. If either of the tests fails to meet the specified requirements, the material
                  represented by the test shall be recompacted and retested for penetration index compliance.

                  Water shall be applied to the base material during the mixing and spreading operations so that at
                  the time of compaction the moisture content is no less than 5 percent of dry weight.

                  See the current “MODIFIED DYNAMIC CONE PENETROMETER (DCP) TEST
                  PROCEDURE” and corresponding figures found at the following link
                  http://www.dot.state.mn.us/materials/gbmodpi.html.

          The first sentence in Mn/DOT 2211.3F1 Gradation Control, is revised to read as follows:



Special Provisions – Division 2                                                                             Page 27 of 224
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                  The Contractor and/or aggregate producer shall be responsible for maintaining a gradation control
                  program in accordance with the random sampling acceptance method described in the Mn/DOT
                  Grading and Base Manual.

          Mn/DOT 2211.3F2(d) under Acceptance Testing is hereby deleted and replaced with the following:

         (d)      Samples for gradation testing will be taken randomly by Mn/DOT prior to compaction, in
                  accordance with the random sampling method described in the Mn/DOT Grading and Base
                  Manual. All gradation tests will be reported to the nearest whole number, except the 75μ [#200]
                  sieve will be reported to the nearest one tenth of one percent (0.1%).

          Mn/DOT 2211.3F2(j) under Acceptance Testing, is revised to read as follows:

         (j)      One gradation sample will be taken from each sublot and tested.

          The third paragraph after Mn/DOT 2211.3F2(k) under Acceptance Testing, is revised to read as follows:

                  A 5% price reduction will be assessed to both individual or averaged test lots for each test result
                  that fails to meet specified gradations for sieve sizes not listed in Tables 2211-B and 2211-C by
                  more than 2%. These price reductions are cumulative and shall be analyzed both separately and
                  averaged by lot when applicable.

          Table 2211-B in Mn/DOT 2211.3F2 Acceptance Testing, is hereby deleted and replaced with the
following:

                                                     Table 2211-B
                                   AGGREGATE BASE PAYMENT SCHEDULE
                                                 (4 Sublots/4 Samples)
                                           % Passing Outside Specified Limits*
                            4.75 mm (#4),
                           2.00 mm (#10),                                      Acceptance
                                                   75 μm (#200) Sieve
                         and 425 μm (# 40)                                      Schedule
                                 Sieves                                    (Price Reduction)
                                    1                      0.1                      5%
                              -------------                0.2                      6%
                              -------------                0.3                      9%
                              -------------                0.4                     11%
                              -------------                0.5                     14%
                                    2                      0.6                     15%
                                   >2                     > 0.6           Corrective Action
                        *Based on average of 4 tests
                        Price reductions for more than one failing sieve size shall be
                        cumulative. The compensation due to the Contractor for the
                        quantity of material represented by the failing test results shall be
                        reduced by the sum of the respective percentages.
                        The contractor does not have the option of taking a price reduction
                        in lieu of complying with the Specifications.

          The following is added to Table 2211-C in Mn/DOT 2211.3F2 Acceptance Testing:

                  Substantial compliance will be applied to no more than one test failure. Substantial compliance
                  will be eliminated when two or more test failures occur and test failures meeting substantial
                  compliance will be subject to the next higher price reduction. One sieve failure = one test failure.
                  Test failures for each material type will be treated separately.


Special Provisions – Division 2                                                                            Page 28 of 224
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          The following is added to Table 2211-D in Mn/DOT 2211.3F2 Acceptance Testing:

                  Substantial compliance will be applied to no more than one test failure. Substantial compliance
                  will be eliminated when two or more test failures occur and test failures meeting substantial
                  compliance will be subject to the next higher price reduction. Test failures for each material type
                  will be treated separately.

DBS-2211.2 (2211) OPEN GRADED AGGREGATE BASE (OGAB)
                 This work shall consist of constructing a permeable Open Graded Aggregate Base (OGAB) on a
previously prepared dense graded base (filter layer) under a PCC pavement. The purpose of this permeable
aggregate base and the associated Permeable Aggregate Base drain is to quickly dissipate water accumulating under
the pavement. The OGAB shall be produced and placed in accordance with the provisions of Mn/DOT 2211 and the
following:

          MATERIAL REQUIREMENTS

         (A)      Aggregate

                  The aggregate shall comply with the following requirements:

                  (1)      Gradation

                              Sieve Size                         Percent Passing
                              37.5 mm [1-1/2 inch]                     100
                              25.0 mm [1 inch]                      95 - 100
                              19.0 mm [3/4 inch]                     65 - 95
                              9.5 mm [3/8 inch]                      30 - 65
                              4.75 mm [No. 4]                        10 - 35
                              2.00 mm [No. 10]                        3 - 20
                              425 m [No. 40]                         0-8
                              75 m [No. 200]                         0-3

                           The aggregate shall have a coefficient of uniformity (D60/D10) equal to or greater than
                           4.0, where D60 is the diameter of the soil particle of which 60 percent is smaller, by
                           weight, and D10 is the diameter of the soil particle of which 10 percent is smaller, by
                           weight.

                  (2)      Crushing

                           A high percentage of crushing will be required to provide stability to the OGAB. If
                           crushed natural gravel rather than quarry rock is used in total or in part for OGAB, at
                           least 85 percent by weight of the natural gravel material retained on the 4.75 mm [No. 4]
                           sieve shall be crushed and exhibit at least two (2) mechanically fractured faces.

                  (3)      Quality

                           (a)       Consist of sound, durable particles of crushed quarry rock, gravel, or
                                     combination thereof.

                           (b)       Crushed concrete or bituminous shall not be used for OGAB.

                           (c)       Los Angeles Rattler: 40 percent maximum loss, AASHTO T96.


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                           (d)      Total of all spall materials (shale, iron oxide, unsound chert, and similar
                                    materials), by weight of total sample, shall not exceed 5 percent in gravel nor
                                    more than 2 percent in crushed quarry rock.

                           (e)      If crushed carbonate quarry rock (limestone or dolostone) is used in total or as
                                    add-rock, or carbonate particles in the plus 4 natural gravel exceed 55 percent by
                                    weight, the insoluble residue content of the carbonate material shall not exceed
                                    10 percent. (The percent insoluble is based on the amount of minus 75 m
                                    [200] sized residue. Procedure is on file in the chemistry laboratory, Office of
                                    Construction and Materials Engineering)

          CONSTRUCTION REQUIREMENTS

         (A)      Handling and Placement

                  (1)      Handling and stockpiling shall be minimized to reduce segregation.

                  (2)      The placement equipment shall neither rut the inplace base (filter layer) nor displace the
                           geotextile filter for widening designs. Any ruts formed shall be repaired and leveled to
                           the satisfaction of Mn/DOT prior to placing the OGAB, so that water draining through
                           the OGAB will not pond and create soft spots in the base/subgrade. Once placed, no
                           more than two (2) passes of the fine grader will be permitted.

                  (3)      Equipment for placing the OGAB shall be capable of uniformly depositing and spreading
                           the material, without segregation, to the required thickness. At the time of placement, the
                           aggregate shall have a moisture content of approximately 3-5 percent to minimize
                           segregation.

                  (4)      This material shall be placed in one lift to the width and compacted depth shown in the
                           Plan.

         (B)      Compaction

                  (1)      Compaction of the OGAB shall be obtained by the "Quality Compaction" method,
                           Mn/DOT 2211.3C2.

                  (2)      Density can usually be achieved by two (2) passes of a double drum steel roller.
                           Vibration will not be allowed to achieve stability.

                  (3)      After the OGAB has been placed, construction equipment, either loaded or empty, will
                           not be permitted on the base. The only equipment permitted on the base will be that used
                           to fine grade, compact, and the paver actually used to place the overlying pavement.
                           OGAB placed for turnlanes or bypasses shall likewise not be traversed by construction
                           equipment. Prior to placing OGAB extensions for turn lanes or bypasses, if the OGAB
                           that was placed to support the paving train on the mainline is in any way disturbed or
                           contaminated it shall be removed and replaced with new OGAB. The in place OGAB
                           shall not be used as a haul road for any purpose.

         (C)      Pavement Construction

                  (1)      If additional near-surface stability is desired under the paver tracks, a thin coat of asphalt
                           emulsion may be applied (sprayed) on the aggregate. In no case shall emulsion quantities
                           be used that will tend to plug the pore spaces in the aggregate and reduce drainage
                           efficiency. Anchoring pins for dowel basket assemblies shall be long enough to penetrate
                           through the OGAB to the subgrade so as to provide adequate resistance against
                           displacement.

Special Provisions – Division 2                                                                             Page 30 of 224
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         (D)      Permeable Aggregate Base Drain Installation

                  (1)      Prior to drain construction, the "outlet" edge of the OGAB shall be kept open
                           (daylighted), so that rain water is free to exit and will not be ponded within the OGAB.
                           Both the OGAB and drainage trench shall be kept free of fine soils or other contaminates
                           during construction. Contaminated material shall be removed and replaced.

                  (2)      The trench drain shall be constructed after the pavement is in place. Drains shall be
                           constructed before any shoulder aggregate/base is placed. (See specifications for
                           Subsurface Drains, Permeable Aggregate Base Type, elsewhere in these Special
                           Provisions.)

DBS-2211.3 (2211) PERMEABLE AGGREGATE BASE (PAB) OPTION
                  This work shall consist of constructing a Permeable Aggregate Base (PAB) layer above a
previously prepared, dense-graded base (filter layer) under a Portland Cement Concrete (PCC) pavement. It may
also be used on a prepared subgrade with a geotextile filter layer when used below a widened pavement design. The
purpose of the PAB layer is to provide drainage relief for the overlying pavement, shoulder, or other drainage
system.

         (A)      Material and Construction Requirements

                  The Contractor has the option to construct either an Open Graded Aggregate Base (OGAB) or a
Permeable Asphalt Stabilized Base (PASB). If the OGAB is chosen, the materials and construction shall be
according to these Special Provisions for OGAB, Option A. If PASB is chosen, the materials and construction shall
be accomplished according to these Special Provisions for PASB, Option B. Both Provisions are included herein.

          OPTION A - OPEN GRADED AGGREGATE BASE (OGAB)
                   This work shall consist of constructing a permeable Open Graded Aggregate Base (OGAB) on a
previously prepared, dense graded base (filter layer) under a PCC pavement. The purpose of this permeable
aggregate base and the associated Permeable Aggregate Base drain is to quickly dissipate water accumulating under
the pavement. The OGAB shall be produced and placed in accordance with the provisions of Mn/DOT 2211, the
Plan details and the following:

I.                Material Requirements

         (A)      Aggregate

                  The aggregate shall comply with the following requirements:

                  (1)      Gradation

                               Sieve Size                       Percent Passing
                               37.5 mm [1-1/2 inch]                   100
                               25.0 mm [1 inch]                    95 - 100*
                               19.0 mm [3/4 inch]                   65 - 95
                               9.5 mm [3/8 inch]                    30 - 65
                               4.75 mm [No. 4]                      10 - 35
                               2.00 mm [No. 10]                      3 - 20
                               425 m [No. 40]                       0-8
                               75 m [No. 200]                       0-3

                           *         For use in widened pavement designs 100 percent of the aggregate shall pass the
                                     25 mm [1 inch] sieve.

Special Provisions – Division 2                                                                           Page 31 of 224
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                           The aggregate shall have a coefficient of uniformity (D      /D ) equal to or greater than
                                                                                      60 10
                           4.0, where D     is the diameter of the soil particle of which 60 percent is smaller, by
                                       60
                           weight, and D is the diameter of the soil particle of which 10 percent is smaller, by
                                        10
                           weight.

                  (2)      Crushing

                           A high percentage of crushing will be required to provide stability to the OGAB. If
                           crushed natural gravel rather than quarry rock is used in total or in part for OGAB, at
                           least 85 percent by weight of the natural gravel material retained on the 4.75 mm [No. 4]
                           sieve shall be crushed and exhibit at least two (2) mechanically fractured faces.

                  (3)      Quality

                           (a)       Consist of sound, durable particles of crushed quarry rock, gravel, or
                                     combination thereof.

                           (b)       Crushed concrete or bituminous shall not be used for OGAB.

                           (c)       Los Angeles Rattler: 40 percent maximum loss, AASHTO T96.

                           (d)       Total of all spall materials (shale, iron oxide, unsound chert, and similar
                                     materials), by weight of total sample, shall not exceed 5 percent in gravel nor
                                     more than 2 percent in crushed quarry rock.

                           (e)       If crushed carbonate quarry rock (limestone or dolostone) is used in total or as
                                     add-rock, or carbonate particles in the plus 4 natural gravel exceed 55 percent by
                                     weight, the insoluble residue content of the carbonate material shall not exceed
                                     10 percent. (The percent insoluble is based on the amount of minus 75 m
                                     [200] sized residue. Procedure is on file in the chemistry laboratory, Office of
                                     Construction and Materials Engineering)

         (B)      Geotextile:

                 When required below OGAB in a pavement widening design, the geotextile shall meet the
requirements of Mn/DOT 3733, Type I.

II.               Construction Requirements

         (A)      Handling and Placement

                  (1)      Handling and stockpiling shall be minimized to reduce segregation.

                  (2)      The placement equipment shall neither rut the inplace base (filter layer) nor displace the
                           geotextile filter for widening designs. Any ruts formed shall be repaired and leveled to
                           the satisfaction of Mn/DOT prior to placing the OGAB, so that water draining through
                           the OGAB will not pond and create soft spots in the base/subgrade. Once placed, no
                           more than two (2) passes of the fine grader will be permitted.

                  (3)      Equipment for placing the OGAB shall be capable of uniformly depositing and spreading
                           the material, without segregation, to the required thickness. At the time of placement, the
                           aggregate shall have a moisture content of approximately 3-5 percent to minimize
                           segregation.


Special Provisions – Division 2                                                                               Page 32 of 224
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                  (4)      This material shall be placed in one lift to the width and compacted depth shown in the
                           Plan.

         (B)      Compaction

                  (1)      Compaction of the OGAB shall be obtained by the "Quality Compaction" method,
                           Mn/DOT 2211.3C2.

                  (2)      Density can usually be achieved by two (2) passes of a double drum steel roller.
                           Vibration will not be allowed to achieve stability.

                  (3)      After the OGAB has been placed, construction equipment, either loaded or empty, will
                           not be permitted on the base. The only equipment permitted on the base will be that used
                           to fine grade, compact, and the paver actually used to place the overlying pavement.
                           OGAB placed for turnlanes or bypasses shall likewise not be traversed by construction
                           equipment. Prior to placing OGAB extensions for turn lanes or bypasses, if the OGAB
                           that was placed to support the paving train on the mainline is in any way disturbed or
                           contaminated it shall be removed and replaced with new OGAB. The in place OGAB
                           shall not be used as a haul road for any purpose.

         (C)      Pavement Construction

                  (1)      If additional near-surface stability is desired under the paver tracks, a thin coat of asphalt
                           emulsion may be applied (sprayed) on the aggregate. In no case shall emulsion
                           quantities be used that will tend to plug the pore spaces in the aggregate and reduce
                           drainage efficiency. Anchoring pins for dowel basket assemblies shall be long enough to
                           penetrate through the OGAB to the subgrade so as to provide adequate resistance against
                           displacement.

         (D)      Permeable Aggregate Base Drain Installation

                  (1)      Prior to drain construction, the "outlet" edge of the OGAB shall be kept open
                           (daylighted), so that rain water is free to exit and will not be ponded within the OGAB.
                           Both the OGAB and drainage trench shall be kept free of fine soils or other contaminates
                           during construction. Contaminated material shall be removed and replaced.

                  (2)      The trench drain shall be constructed after the pavement is in place. Drains shall be
                           constructed before any shoulder aggregate/base is placed. (See specifications for
                           Subsurface Drains, Permeable Aggregate Base Type, elsewhere in these Special
                           Provisions.)

        (E)       When OGAB is placed below a widened pavement design, the applicable portions of (A) through
(D) above shall apply and, in addition, the following:

                  (1)      The associated subsurface drain shall be constructed prior to cutting the pavement
                           widening trench and in accordance with the applicable provisions of Subsurface Drains,
                           Pavement Edge Drain Type, included in these Special Provisions. The fine filter
                           aggregate shall be 100 mm [4 inches] above the proposed bottom of the pavement
                           widening. (If the Contractor chooses to place the drain after the widening trench has been
                           cut and the widening placed, a special widening design will be required.)

                  (2)      Prior to placement of the OGAB, the Contractor shall shape and compact the bottom of
                           the widening trench. No equipment will be allowed in the trench except that used for
                           compaction. After shaping and compaction of the widening bottom, the exposed edge of
                           the in place pavement shall be clean and free of soil so that water is free to drain into the


Special Provisions – Division 2                                                                              Page 33 of 224
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                           adjacent OGAB. Care shall be taken not to crush the inplace drain pipe. After
                           compaction, the fine filter aggregate in the drain trench shall be clean and free of any soil
                           that would impede drainage into the pipe. If the filter aggregate in the drain trench or the
                           placed OGAB should become contaminated due to rain, traffic, etc., these materials shall
                           be replaced or cleaned.

                  (3)      Upon completion of compaction (and if required by the design), a geotextile shall be
                           placed in the bottom of the widening trench. The geotextile shall extend from the edge of
                           the inplace pavement to the inside edge of the drain trench. It shall neither lap up onto
                           the inplace pavement nor extend across any part of the drain trench.

          OPTION B - PERMEABLE ASPHALT STABILIZED BASE (PASB)
                  This work shall consist of constructing a permeable base of hot, plant-mixed bituminous-coated
aggregate on a prepared aggregate base (filter layer) under either a PCC or AC pavement. The purpose of the
PASB, and the associated Permeable Aggregate Base drain, is to quickly dissipate surface infiltrated water
accumulating under the pavement.

                   The PASB shall be produced and placed in accordance with the requirements of Mn/DOT 2331,
the Plan details and the following Special Provisions:

I.                Material Requirements

         (A)      Aggregate

                  The aggregate shall comply with the following requirements:

                  (1)      General

                           (a)       The requirements of Mn/DOT 3139 are deleted from Mn/DOT 2331.2A.

                           (b)       The use of recycled materials will not be permitted in the production of PASB
                                     mixtures.

                  (2)      Gradation

                               Sieve Size                        Percent Passing
                               37.5 mm [1-1/2 inch]                    100
                               25.0 mm [1 inch]                     95 - 100*
                               19.0 mm [3/4 inch]                    85 - 95
                               9.5 mm [3/8 inch]                     30 - 60
                               4.75 mm [No. 4]                       10 - 30
                               2.00 mm [No. 10]                       0 - 10
                               425 m [No. 40]                         0-5
                               75 m [No. 200]                         0-3

                           *          For use in widened pavement designs 100 percent of the aggregate shall pass
                                     the 25 mm [1 inch] sieve.

                  (3)      Crushing

                           A minimum of 65 percent, by weight, of the material retained on the 4.75 mm [No. 4]
                           sieve shall be crushed and exhibit at least two mechanically fractured faces.




Special Provisions – Division 2                                                                             Page 34 of 224
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                  (4)       Quality

                            (a)       Consist of sound, durable particles of gravel, quarry rock or combinations
                                      thereof. Crushed concrete or bituminous mixtures shall not be used for PASB.

                            (b)       Los Angeles Rattler - 40 percent maximum loss, AASHTO T96.

                            (c)       The total of all spall materials (shale, iron oxide, unsound chert and similar
                                      material), by weight of the total composite sample, shall not exceed 3 percent,
                                      based on lithological count.

                            (d)       If crushed carbonate quarry rock (limestone or dolostone) is used in total or as
                                      add-rock, or if carbonate particles in the gravel or add-rock retained on the
                                      4.75 mm [No. 4] sieve exceeds 55 percent, by weight, the insoluble residue
                                      content of the carbonate material(s) shall not exceed 10 percent. (The percent
                                      insoluble is based on the amount of minus 75 m [200] sized insoluble residue.
                                      Test procedure is on file in the chemistry laboratory, Office of Construction and
                                      Materials Engineering).

         (B)      Asphalt

                  The asphalt cement shall be Performance Grade (PG) 64-22 meeting AASHTO MP-1.

II.               Construction Requirements

         (A)      PASB Mixture Design and Approval

                  (1)       At least 15 days prior to the beginning of the mixture production, the Contractor shall
                            submit representative samples of the aggregate and the asphalt cement, along with the
                            production gradations, to Mn/DOT for determination of the asphalt content for the
                            mixture.

                  (2)       The percentage of asphalt to be incorporated into the mixture will generally be between 2
                            and 3 percent based on the total weight of the mixture. The actual asphalt percentage will
                            be based on the aggregate sample(s) submitted to the laboratory for testing. An
                            acceptable asphalt content will provide 100 percent coating of the aggregate particles
                            with no excess run-off or puddling. At the time of mix production, the asphalt cement
                            incorporated into the mixture shall be within plus or minus 0.3 percent of the amount
                            designated. Air voids in mixture, Marshall stability, and Marshall flow requirements are
                            deleted.

                  (3)       The use of Contractor trial mix design, 2331.3E2b, will not be allowed.

         (B)      Handling and Placement

                  (1)       Aggregate stockpiles shall be constructed in a manner that minimizes segregation.

                  (2)       Mixture production temperature, as measured at the plant site, shall not exceed 167 0 C
                            [300o F]. However, mix temperatures at the time of production shall, in the opinion of
                            Mn/DOT, be high enough to ensure 100 percent coating of the aggregate particles.
                  (3)       Equipment used to deliver or place the PASB shall neither rut the inplace aggregate base
                            (filter layer) or subgrade nor tear or displace the geotextile in the case of a widening
                            design. Any ruts formed shall be repaired and leveled to the satisfaction of Mn/DOT, at
                            no cost to the State, prior to placing the PASB so that water draining through the PASB
                            will not pond and create soft spots in the base/subgrade.



Special Provisions – Division 2                                                                             Page 35 of 224
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                  (4)      Equipment used for mixing, hauling, and placing the PASB shall be capable of uniformly
                           depositing and spreading the material, without segregation, to the required thickness and
                           cross section. The paving equipment shall be equipped with an oscillatory or vibrating
                           type screed capable of screeding the full width of the material being placed.

         (C)      Compaction

                  (1)      Compaction shall be obtained by the "Ordinary Compaction Method", Mn/DOT
                           2331.3H3.

                  (2)      Contractor is advised that it may be necessary to permit the PASB to cool sufficiently
                           before compaction rolling to prevent rutting and shoving. Cooling to 83 0 C [1500 F] may
                           be appropriate for crushed gravel aggregates, but temperatures above 830 C [1500 F] may
                           be needed to maintain workability of crushed quarry rock aggregates. In no case shall the
                           mix be less than 610 C [1100 F] at time of compaction. Water may not be used to hasten
                           the cooling process.

                  (3)      Steel-wheeled and/or vibratory roller(s) meeting the requirements of Mn/DOT
                           2331.3H3a(1) shall be used for compaction, but no vibration will be allowed. Rollers
                           must be steel-wheeled both front and back. When the amount of mixture placed exceeds
                           90.7 metric tons [100 tons] per hour, at least two rollers shall be used. Adequacy of
                           compaction to provide stability will be judged by the Contractor. Three roller passes
                           should provide adequate compaction, depending on roller size. Overrolling, to the extent
                           that aggregate particles degrade, will not be permitted.

                  (4)      PASB grade and surface tolerance

                           The PASB shall be placed to a grade and tolerance such that the overlying PCC or AC
                           pavement thickness will meet minimum design requirements.

                           The PASB surface and thickness tolerance after compaction, shall be as follows:

                           (a)     the elevation of the finished surface of PASB at any point of measurement shall
                                   not vary by more ±16 mm [± 5/8 inch] from the prescribed elevation for that
                                   point as determined from the grades staked by the Contractor.

                           (b)     the compacted thickness of the PASB shall be within ± 6 mm [± ¼ inch] of the
                                   compacted depth shown on the typical section in the Plan.

                           (c)     the Contractor shall correct any areas which are deficient by more than 13 mm
                                   [1/2 inch] by scarifying, adding mixture, compacting, shaping, and finishing in
                                   accordance with these specifications.

                           (d)     the normal AC and PCC thickness tolerance shall apply.

         (D)      Maintenance

                   Following the placement and compaction of the material, the PASB shall be maintained by the
Contractor throughout its entire length until such time as the PCC or AC structure is constructed. The PASB shall
properly drain at all times. During this maintenance period, any deficiencies in thickness, composition, smoothness
or density shall be corrected.




Special Provisions – Division 2                                                                         Page 36 of 224
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                  (1)      Contamination

                           (a)      The use of petroleum distillates such as kerosene and fuel oil in truck beds,
                                    paver hoppers, or rolling equipment is hereby prohibited and shall be rigidly
                                    enforced.

                           (b)      Prior to placing the Permeable Aggregate Base Drain, the "outlet" edge of the
                                    permeable base shall be kept open (daylighted) so that water is free to exit and
                                    not be ponded within the PASB.

                           (c)      The PASB and associated drain trenches shall be kept free of fine soils or other
                                    contaminates during construction. Contaminated material shall be removed and
                                    replaced by the Contractor.

                  (2)      Layer Damage

                           After placement and compaction, the PASB shall be dense and stable enough so that it
                           will not displace or rut during the placement of the overlying pavement. A cure period
                           shall be provided, which will be adequate to allow the PASB to "firm-up," before the
                           overlying PCC or AC pavement is constructed.

                           No traffic will be permitted on the PASB except for the paver, rollers, and bituminous
                           haul trucks necessary to construct the first lift of the bituminous pavement structure. The
                           haul trucks will be allowed to drive on to the PASB only immediately in front of the
                           paving unit, and must leave the PASB as soon as the bituminous mixture is unloaded.

                           Damage to the PASB layer shall be repaired promptly by the Contractor.

         (E)      PCC Pavement Construction

                  (1)      PASB Coating

                           Prior to constructing the overlying PCC pavement or placing the Permeable Aggregate
                           Base Drains, the PASB shall be coated with a whitewash of hydrated lime and water.
                           The full width of the PASB shall be coated. (Whitewash will not be required under
                           bituminous pavements unless the PASB is rutted by batch trucks as they back onto the
                           grade or ruts are formed by the paver tracks.) The proportions used in the whitewash
                           mixture and the rate of application shall be such that a uniform color, not darker than
                           uncoated concrete after curing, will be produced on the surface of the PASB. This work
                           shall be incidental to the PASB.

                  (2)      Dowel Baskets

                           Dowel basket assemblies for PCC pavement shall be securely anchored into the PASB or
                           underlying material..

         (F)      Permeable Aggregate Base Drain Installation

                  (1)      PCC Pavement -
                           The drain shall be installed after the pavement is constructed.

                  (2)      AC Pavement -
                           The drain shall be installed after the base/binder course(s) are constructed, but before the
                           wearing course is placed.




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                  (3)      The drains shall be installed before any shoulder aggregate/base aggregate is placed.
                           (See Section 2502 (SUBSURFACE DRAINS, PERMEABLE AGGREGATE BASE
                           TYPE) of these Special Provisions.)

                  (4)      At no time shall trucks or other equipment be permitted to operate longitudinally directly
                           over the edge drain system.


         (G)      PASB Widening

                   When PASB is to be placed below a widened pavement design, the applicable portions of Items
(A) thru (F) shall apply and, in addition, the following:

                  (1)      The associated subsurface drain shall be constructed prior to cutting the pavement
                           widening trench and in accordance with the applicable provisions of Subsurface Drains,
                           Pavement Edge Drain Type, included in these Special Provisions. The fine filter
                           aggregate shall be 100 mm [4 inches] above the proposed bottom of the pavement
                           widening. (If the Contractor chooses to place the drain after the widening trench has
                           been cut and the widening placed, a special widening design will be required.)

                  (2)      Prior to placement of the PASB, the Contractor shall shape and compact the bottom of
                           the widening trench. No equipment will be allowed in the trench except that used for
                           compaction. After shaping and compaction of the widening bottom, the exposed edge of
                           the in place pavement shall be clean and free of soil so that water is free to drain into the
                           adjacent PASB. Care shall be taken not to crush the inplace drain pipe. After
                           compaction, the fine filter aggregate in the drain trench shall be clean and free of any soil
                           that would impede drainage into the pipe. If the filter aggregate in the drain trench or the
                           placed PASB should become contaminated due to rain, traffic, etc., these materials shall
                           be replaced or cleaned.

                  (3)      Upon completion of the compaction (and if required by the design), a geotextile shall be
                           placed in the bottom of the widening trench. The geotextile shall extend from the edge of
                           the inplace pavement to the inside edge of the drain trench. It shall neither lap up onto
                           the inplace pavement nor extend across any part of the drain trench.

DBS-2221          (2221) AGGREGATE SHOULDERING
                Aggregate shouldering courses shall be constructed in accordance with the provisions of Mn/DOT
2221 except as modified below:

                  Compaction shall be achieved by the "Quality Compaction Method" described in Mn/DOT
2211.3C.

                  The second sentence in Mn/DOT 2221.1 Description, is revised to read as follows:

                  The aggregate shouldering shall be produced and placed under the Contractor‟s quality control
                  program in accordance with the Mn/DOT Grading and Base Manual.

                  The following is hereby inserted after the first paragraph of Mn/DOT 2221.3C Spreading and
Compacting:

                  Water shall be applied to the shouldering material during the mixing and spreading operations so
                  that at the time of compaction the moisture content is not less than 5 percent of the dry weight.




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DBS-2231.1 (2231) PAVEMENT CRACKING
                  This work shall consist of fracturing the existing concrete pavement prior to constructing the
bituminous courses thereon. The work shall be performed in accordance with the applicable Mn/DOT Standard
Specifications and the following:

          Prior to mechanically fracturing the in place concrete pavement the bituminous base widening and
Class(s) of shoulder aggregate(s) shall be placed adjacent and to at least the top of the concrete pavement. The
bituminous base widening after final compaction shall be slightly higher (but not to exceed 6 mm [1/4 inch]).

           Fracturing shall be accomplished with a spade type breaker mounted on a vehicle capable of controlled
forward and transverse movement and fracturing the pavement to the full depth, yet maintain aggregate interlock in
the fractured faces.

           The concrete shall be cracked transversely at approximately 0.9 - 1.2 m (+/- 0.15 m) [3 - 4 feet (+/- 1/2
foot)] intervals with no break closer than 0.76 m [2-1/2 feet] from an existing transverse joint and transverse crack.
Fracturing exceptions (i.e. bridge areas, culverts, drainage systems, urban locations, etc.) shall be as noted in the
Plans.

           Before routine fracturing operations begin, the Contractor shall use a 30 m [100 foot] test strip on the
Project to demonstrate that the operation is satisfactory.

          After surface widening operations and fracturing have been performed, the existing bituminous patches
and loose spalled concrete shall be removed. The in place joint seal material shall be removed prior to the
placement of the new surface.

          Prior to the placement of the bituminous leveling the pavement shall be cleaned by power sweeping and
air blowing (including removing loose material from joints, cracks and bituminous patched areas) with 690 kPa [100
PSI] nominal air pressure. After cleaning the surface, the Contractor shall follow up closely with the bituminous
leveling course. Placement shall be by blade lay, paver or combination thereof as set forth elsewhere in these
Special Provisions under Mn/DOT 2331.

          No in place concrete pavement shall be fractured unless it can be covered with all bituminous courses
during the same construction season.

           The Contractor shall be responsible for cutting (saw or core drill) samples of sufficient size to permit
determination of the extent and type of mechanical cracking of the in place concrete. The Contractor should
anticipate multiple cutting locations of the concrete in the 30 m [100 foot] test strip area for each mechanical
cracking machine. For the routine fracturing, the Contractor shall cut the concrete at a rate of not less than one
sample location per mile per lane width per mechanical cracking machine. All cutting locations shall be determined
by the Contractor. Analysis of the cores to determine extent of fracturing shall be determined by the Contractor.

DBS-2231.2 (2231) PAVEMENT BREAKING
                 This work shall consist of shattering and stabilizing the in place concrete pavement. This work
shall be performed in accordance with the applicable Mn/DOT Standard Specifications and the following:

           The device used to shatter the concrete shall be a vibratory sonic pavement breaker or equivalent capable
of shattering the concrete to maximum dimension of 9-inches for the full depth of the pavement without displacing
the cracked pieces, while maintaining the existing profile and cross-section.

          (A)       Before routine concrete pulverizing operations begin, the Contractor shall construct a 122 m [400
foot] test strip on the Project to demonstrate that the operations are satisfactory. All excavations adjacent to the
concrete shall be backfilled to the same elevation as the top of the concrete and compacted prior to breaking the



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concrete. Additional compaction may be necessary after the breaking is completed (this will be considered
incidental work for which no direct payment will be made).

           Prior to routing traffic (including construction traffic) onto the broken concrete or construction of the
leveling course mixture, the broken concrete shall be watered and rolled with a steel wheeled vibratory roller and a
pneumatic tired roller to seat the broken concrete. In addition, the broken concrete shall be watered and rolled with
the steel wheeled vibratory roller immediately ahead of the placement of the leveling course mixture.

          (A)       Water shall be applied, in accordance with Mn/DOT 2130 to counteract dust problems created by
traffic and resulting in poor visibility. Application of water shall be considered incidental work for which no direct
compensation will be made.

         (B)      Rollers shall be in accordance with Mn/DOT 2331.3C2c and 1805.

         Cutting and removal of the rebars which migrate to the surface shall be considered incidental work for
which no direct compensation will be made.

          Prior to placement of the bituminous leveling course the surface of the broken and rolled pavement shall
be cleaned by removal of debris, loose concrete chunks, and other foreign material. Brooming of the broken and
rolled pavement will not be allowed. Other means to accomplish the foregoing shall be employed such as hand
picking.

DBS-2231.3 (2231) PAVEMENT SEATING
                  This work shall consist of seating the existing concrete pavement prior to constructing the
bituminous courses thereon. The work shall be performed in accordance with the applicable Mn/DOT Standard
Specification and the following:

                   After removal of the patches and joint seal material the pavement shall be rolled until the concrete
pieces are firmly seated. Seating should be done just prior to placement of the leveling course. Any loose pieces of
broken concrete that are not firmly seated shall be removed prior to opening to traffic or placing the bituminous
courses thereon.

                   The equipment to be used for the seating of the cracked pavement shall be pneumatic tired, towed
by suitable tractive equipment and shall conform to the following requirement:

                  The roller shall have 2 wheels spaced not less than 1.8 m [6 feet] apart (center to center
                  transversely).

                  The tire size shall be either 18 X 24 or 18 X 25, with an inflation rating of 655 kPa [95 psi]. Each
                  tire shall be inflated to a pressure of not less than 655 kPa [95 psi].

                  The gross weight on the roller shall be not less than 13.5 metric tons [14.9 tons] and not more than
                  13.7 metric tons [15.1 tons] on each wheel.

                  Other equipment may be used equivalent to the above.

                  Rolling shall be done by making 2 passes over each strip covered by the width of a tire. Unrolled
areas between tire paths shall not be wider than 300 mm [12 inches]. The roller shall be operated at a uniform speed
and in an acceptable pattern.

DBS-2231.4 (2231) PAVEMENT CLEANING




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                  After surface widening operations and fracturing and seating have been performed, the existing
bituminous patches and loose spalled concrete shall be removed and disposed of outside of the Right of Way
according to the provisions of Mn/DOT 2104.3C3.

          Prior to the placement of the bituminous leveling mixture, the pavement shall be cleaned by power
sweeping and air blowing (including removing loose material from joints, cracks and bituminous patched areas)
with 690 kPa [100 psi] nominal air pressure.

          Depressions or cavities which result after air blasting or removal operations which are greater than 50 mm
[2 inches] in depth and 50 mm [2 inches] in width: and cracks and joints that are 38 mm [1-1/2 inches] or greater in
width shall be patched with the same bituminous leveling mixture to be placed above the patched area.. Patching of
these areas shall be done ahead of the paver or blade, and rolled with a pneumatic tired roller.

          After cleaning and patching the surface, the Contractor shall follow up closely with the bituminous tight
blade leveling mixture.

DBS-2231.5 (2231) BITUMINOUS SURFACE (CRACK AND JOINT REPAIR)
                 This work shall consist of treating cracks in the milled bituminous surface in accordance with the
provisions of Mn/DOT 2231 except as modified below:

                High pressure air (690 kPa [100 psi] minimum) shall be used to blow loose materials out of cracks
13 mm [1/2 inch] or larger.

                  All cracks shall be sprayed with an emulsified asphalt tack coat meeting the requirements of
Mn/DOT 2357.

                Cracks 13 mm [1/2 inch] or larger shall be backfilled with Mixture for Joints and Cracks or a
bituminous mixture meeting the requirements of Mn/DOT 2361.

                  All compaction shall be by the "Ordinary Compaction" method.

DBS-2232.1 (2232) MILL PAVEMENT SURFACE
                  The provisions of Mn/DOT 2232 are modified and/or supplemented with the following:

                  The following is added to Mn/DOT 2232.3B:

                    The Contractor shall be responsible for the riding surface quality of any milled surface on this
Project, to keep it in good riding condition whenever a milled surface is opened to traffic. Any work necessary by
the Contractor to maintain the milled surface in riding condition shall be incidental.

                   Prior to any milling or paving the Contractor shall place aggregate shouldering material, in a
sufficient quantity to bring the existing shoulder flush with the traveled lane. The Contractor shall conform to all the
requirements of Section DBS-2221 (AGGREGATE SHOULDERING) of these Special Provisions.

DBS-2301.1 (2301) CONCRETE PAVEMENT
                 Concrete Pavement shall be constructed in accordance with the provisions of Mn/DOT 2301 and
as modified below:

                   PAVEMENT TEXTURE
                   Remove the third through fourth paragraphs of Mn/DOT 2301.3L and any other references to
tining in the concrete pavement and replace with the following:



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                  The texture achieved shall be tested by the Concrete Paving Contractor in accordance with ASTM
                  E 965-87, "Test Method for Measuring Surface Macrotexture Depth Using a Sand Volumetric
                  Technique", to ensure the texture is adequate for skid resistance. The test location will be
                  determined by Mn/DOT and at a point located transversely to fall in the outside wheelpath. The
                  results of ASTM E 965-87 shall show an average texture depth of any lot, as defined below, shall
                  have a minimum value of 1.00 mm (1/25 inch). Any lot showing an average of less than 1.00 mm
                  (1/25 inch) but equal to or greater than 0.80 mm (1/32 inch) will be accepted as substantial
                  compliance but the Contractor shall amend their operation to achieve the required 1.00 mm (1/25
                  inch) minimum depth. (It is not the intention of this tolerance to allow the Contractor to
                  continuously pave with an average texture depth of less than 1.00 mm (1/25 inch)). Any lot
                  showing an average texture depth of less than 0.80 mm (1/32 inch) shall require concrete grinding
                  of the pavement represented by this lot to attain the necessary texture. Any individual test
                  showing a texture depth of less than 0.70 mm (1/36 inch) shall require concrete grinding of the
                  pavement represented by this test to attain the necessary texture of 1.00 mm (1/25 inch). Limits of
                  any failing individual test shall be determined by running additional tests at 30 m (100 foot)
                  intervals before and after the failing test location. All testing of the surface texture shall be
                  completed no later than the day following pavement placement.

                  A lot shall represent one days paving per driving lane. Lots shall be broken down into sublots
                  representing 300 m (1000 linear feet) of pavement. Each lot shall have a minimum of 3 sublots.
                  If production results in less than 3 sublots per day, the quantities shall be included in the next day
                  of concrete production. All adjoining driving lanes shall be tested at the same location but shall be
                  considered individual lots.

                  The test locations will be randomly chosen by Mn/DOT and given to the Contractor. The location
                  of the test shall be determined using a random number chart (or other approved method) and
                  multiplying the random number by the 300 m (1000 linear foot) sublot size (Example: Random
                  number (0.65) X 300 m (1000 linear foot) results in taking a sample from the load representing
                  the 195 m (650 linear feet) from the previous sublot extents).

                  Mn/DOT 2301.3A2a is hereby modified with the following:

                  In lieu of providing a working fax machine the Contractor shall provide a working email address.

                  Mn/DOT 2301.3A3 is hereby modified with the following:

                  The Contractor shall not operate any vibratory equipment adjacent to the newly placed concrete
                  for a minimum of 24 hours. Vibratory operations and backfilling may commence after 72 hours or
                  after the concrete has reached a flexural strength in accordance 2301.3A7 or minimum
                  compressive strength of 3000 psi. The concrete control specimens shall be cast, cured, and tested
                  as prescribed in the MN/DOT Standard Specifications 2461.4A5. If high early-strength concrete
                  is permitted, the curing period may be reduced to a minimum of 24 hours. Should any damage
                  result, the operations shall be suspended until corrective action has been taken and the concrete
                  may be subject to 1503.

                  The following vibratory equipment shall be excluded from these restrictions after 24 hours:
                       Hand operated concrete consolidation equipment
                       Hand held vibratory plate compactors
                       Other equipment/operations may be excluded at the discretion of the Concrete Engineer

                  Mn/DOT 2301.3A6 is hereby deleted and replaced with the following:

                  Where so indicated in Book 2, a section of pavement shall be constructed of high early strength
                  concrete at important road crossings, intersections, driveway entrances, or other locations where
                  early use of the pavement may be required to accommodate traffic.


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                  Because of the accelerated rate of hardening of high early strength concrete, the Contractor shall
                  take such extra precautions as necessary to ensure satisfactory finishing of these sections.

                  Paragraph 1 of Mn/DOT 2301.3H1c is hereby deleted and replaced with the following:

                  Full-width vibrators shall operated between 60 (3600 VPM) and 117 Hz (7000 VPM) in concrete
                  and between 70 (4150 VPM) and 133 Hz (8000 VPM) when checked in air. The vibrators may be
                  either of the surface or internal vibration type. The vibrator impulses shall be delivered directly to
                  the concrete and the intensity of vibration shall be sufficient to consolidate the concrete mass
                  thoroughly and uniformly throughout its entire depth and width. The Contractor shall be allowed
                  to increase the speed of the vibrators. Additional testing may be required as determined by
                  Mn/DOT.

                  The last sentence of Paragraph 3 of Mn/DOT 2301.3J is hereby deleted and replaced with the
following:

                  A record of data (CD) shall be provided by the Contracting Authority upon completion of the
                  concrete paving operation. Mn/DOT may request the vibration data daily.

                  Paragraph 2 of Mn/DOT 2301.3B is hereby deleted and replaced with the following:

                  If the slipform method of construction is used, the base course from out to out of the paver treads
                  shall be accurately fine graded to the required elevation by an approved fine grading machine
                  mounted on crawler treads. Base construction shall be completed and the required subgrade
                  density obtained to a width at least 1.3 m (4 feet) beyond the outside edges of the pavement
                  including any integrant curb before the fine grading is performed . The aggregate base shall have
                  sufficient stability and firmness to support the fine grading equipment and slipform paver without
                  any serious distortion of the alignment or grade line.

                  Mn/DOT 2301.3K shall be modified to include the following:

                  Transverse construction headers using the dowel splicer bar basket assembly shall be designed and
                  placed in accordance with Standard Plate 1150M (Sheet 1 of 2) in all mainline concrete pavement.
                   In areas where Mn/DOT determines it is not feasible to install a dowel splicer bar basket
                  assembly, the transverse construction header joints shall be formed by installing a header shaped
                  to conform to the pavement cross-section and slotted or drilled for tie bars.

                  Mn/DOT 2301.3M(6) is hereby deleted.

                  Mn/DOT 2301.3P1 is hereby deleted and the following substituted therefore:

2301.3P1          Workmanship and Quality

2301.3P1a         Surface Requirements

2301.3P1a (1)     Defective Pavement
                  Mn/DOT will only accept pavement that meets the specified requirements within permissible
         tolerances. Pavement that fails to meet the minimum requirements when tested in the prescribed manner is
         considered defective. Defective pavement is subject to the provisions made herein for correction or
         adjusted payment. In addition, the concrete incorporated in the work is subject to 2461.

                  Mn/DOT shall determine the limits of each individual defective pavement area and, when such
         areas are subject to price adjustment, the area is computed to the nearest whole square meter (square yard),
         except that areas of less than 1 m2 (square yard) are considered 1 m2 (square yard). The condition of each
         individual defective area of pavement is assessed based on the greatest deficiency within that area.



Special Provisions – Division 2                                                                             Page 43 of 224
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2301.3P1a (2)     Random or Uncontrolled Cracking

                   If any random or uncontrolled crack occurs in concrete pavement, Mn/DOT may require
         replacement of the pavement or portions thereof or require repairs and/or may require a reduced payment.
         If Mn/DOT approves repair of the pavement, the Contractor shall repair the pavement using dowel bar load
         transfer techniques listed in the latest Mn/DOT‟s Concrete Pavement Rehabilitation Standards/Details. The
         Contractor shall submit to Mn/DOT for approval, the specific standard technique intended for repair. After
         approval by Mn/DOT, the Contractor will perform replacement or repair work at no expense to Mn/DOT.
         The Contractor shall replace failed repairs at no expense to Mn/DOT. Acceptance of the repairs shall
         comply with the acceptance procedure for the pavement portion of the Project.

2301.3P1b         Pavement Smoothness Specification – IRI (International Roughness Index)

                   Pavement smoothness will be evaluated on the mainline and all other pavement surfaces using an
         Inertial Profiler (IP) and the International Roughness Index (IRI). Bumps and/or dips and magnitude will
         be based on California Test Method 526. All smoothness testing shall be performed in the presence of
         Mn/DOT. Mn/DOT and the Contractor shall mutually agree upon scheduling of smoothness testing so that
         testing can be observed. Any testing performed without Mn/DOT‟s presence, unless otherwise authorized,
         may be ordered retested at the Contractor‟s expense.

                  Exclusions from smoothness measurement are listed in Table 2301-P1, but any exclusions are still
         subject to the bump and dip requirements in Section 2301.3P1b(5).

                                                      Table 2301-P1
                                          Smoothness Measurement Exclusions
      Portions of a paving project where the posted vehicle speed is anticipated to be less than 48 km/hr (30 miles
      per hour)
      Bridge decks and approach panels (The occurrence of bridges shall not interrupt the continuity
      determination)
      Ramps, loops, turn lanes, and crossovers
      1 concrete panel on either side of obstructions such as manholes, water supply castings, etc.
      Intersections Constructed under traffic – Begin and end exclusion 30.5 m (100 feet) from the intersection
      radius
      Headers adjacent to colored concrete
      Undoweled shoulders < 3 m (10 ft) wide
      Projects less than 300 m (1000 ft) in length

                   After completion of the initial curing period and prior to the opening of the roadway to
         traffic, the Contractor shall test all mainline pavement surfaces for smoothness.

2301.3P1b(1)      Measurement

                   Smoothness will be measured with an Inertial Profiler (IP), which produces both an International
         Roughness Index (IRI) value and a profilogram (profile trace of the surface tested). The IP shall conform
         to the Class 1 requirements of ASTM E950-94 and must be certified according to the most recent procedure
         on file in the Concrete Engineering Unit. For pavement evaluation, one pass shall be made in the right
         wheel path of each lane of the mainline pavement. The IP shall be run in the direction the traffic will be
         moving. Each lane shall be tested and evaluated separately. Mn/DOT shall determine the length in
         kilometers (miles) for each mainline traffic lane. The IP shall be operated at the optimum speed as defined
         by the manufacturer.

2301.3P1b(2)      Smoothness Testing

                   The Contractor shall furnish a properly calibrated, documented, and Mn/DOT certified IP. The IP
         shall be equipped with automatic data reduction capabilities for determining IRI values. Computer


Special Provisions – Division 2                                                                             Page 44 of 224
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         programs used to calculate the IRI statistic from a longitudinal roadway profile shall follow the procedure
         developed by the World Bank for a quarter-car simulation as described in NCHRP Report 228.

                  Mn/DOT certification documentation shall be provided to Mn/DOT on the first day the IP is used
         on the project. Inertial Profiler settings are on file in the Concrete Engineering Unit. The Contractor shall
         furnish a competent operator, trained in the operation of the IP and evaluation of both California Test
         Method 526 and International Roughness Index.

                  The Contractor shall remove all objects and foreign material on the pavement surface prior to
         surface evaluation.

                   Perform each run on a length of pavement as long as practical and measure in the direction the
         traffic will be moving. Each run shall be made continuously, regardless of length, but shall stop
         approximately 7.62 m (25 feet) prior to construction headers. The subsequent run shall begin
         approximately 7.62 m (25 feet) prior to, and shall include, the construction header. Terminal headers that
         tie into existing portland cement concrete pavement shall be evaluated, and smoothness measurements shall
         begin approximately 7.62 m (25 feet) before and end 7.62 m (25 feet) after terminal headers. Bridge
         approach panels and bridge surfaces are exempt from these requirements; however, paving start-up areas
         are not exempt.

                   The measured pavement surface profile will be divided into sections that represent continuous
         placement. Construction and terminal headers shall be included in the profile trace with no special
         consideration. Each run will be separated into sections 0.1609 km (0.1 mile) in length. Final sections in a
         run that are less than 0.1609 km (0.1 mile) but that are longer than 7.62 m (25 feet) shall be evaluated as an
         independent section, but incentives/disincentives will be prorated for length. Segments 7.62 m (25 feet)
         long or less, and the first and last 7.62 m (25 feet) of projects that do not connect to an existing section
         shall be evaluated by the Contractor using a 3.0 m (10 foot) straightedge. The surface deviations using the
         straightedge should not deviate from a straight line by more than 6 mm in 3.028 m (1/4 inch in 10 ft).

                  An IRI value shall be computed for each segment of 7.62 m (25 foot) or more. The IRI value will
         include the 7.62 m (25 foot) at the ends of the section only when the Contractor is responsible for the
         adjoining surface. The IRI values shall be reported in units of m per km (inches per mile). Both m per km
         and inches per mile shall be reported with two digits right of the decimal. Follow Mn/DOT rounding
         procedures per the Concrete Manual section 5-694.002.

                  The Contractor shall submit the graphical trace, a summary of the bump(s)/dip(s) locations, the
         magnitude of the bump(s)/dip(s) and each section IRI value with the signature of the Operator to Mn/DOT
         on the same day as the profiling was conducted. If the actual data is not submitted by the Contractor to
         Mn/DOT on the same day as the profiling was conducted, Mn/DOT shall not pay incentives for those
         sections but the disincentives shall still apply.

                  The Contractor shall submit a final spreadsheet summary of the smoothness data to Mn/DOT
         within 5 calendar days after all mainline pavement placement prior to the commencement of corrective
         work, if any. The Contractor shall also submit computer files in ERD format that represent the raw data
         from each run at the same time a final summary sheet is submitted. The Contractor shall sign the summary
         report. The spreadsheet summary shall be in tabular form, with each 0.1609 km (0.1 mile) section
         occupying a row.

                  Each row shall include the following:
                  (1)     The beginning and ending station for the section,
                  (2)     The length of the section,
                  (3)     The final IRI value for the section,
                  (4)     The IRI based incentive/disincentive in dollars for the section, and
                  (5)     The deductions for bumps/dips in dollars for the section.




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                  Each continuous run will occupy a separate table and each table will have a header that includes
         the following:
                  (1)     The project number,
                  (2)     The roadway number or designation,
                  (3)     A lane designation,
                  (4)     The date of the final smoothness runs, and
                  (5)     The beginning and ending station of the continuous run.

                  The following information shall be included at the bottom of each summary:
                  (1)      A subtotal for the IRI based incentive/disincentive,
                  (2)      A subtotal for the bump/dips deductions, and
                  (3)      A total for incentive/disincentive for both IRI values and bumps/dips.

                Software to summarize the data is available from the Mn/DOT Smoothness page at
         www.dot.state.mn.us/materials/smoothness.html.

                  The Contractor will be responsible for all traffic control associated with the testing and any
         corrective action (when applicable) that is required of the final pavement surface.

2301.3P1b(3)      Retesting

                  Mn/DOT may require any portion or the total project to be retested if the results are questioned.
         This includes both IRI values and bump/dip locations. Mn/DOT will decide whether Mn/DOT, an
         independent testing firm (ITF), or the Contractor will retest the roadway surface.

                  If the retested IRI values differ by more than 10% from the original IRI values, the retested values
         will be used as the basis for acceptance and any incentive/disincentive payments. In addition, bump/dip
         locations as shown by the retest will replace the original results.

                   If Mn/DOT directs the Contractor or an independent testing firm to perform retesting and the
         original results are found to be accurate, Mn/DOT will pay the Contractor or the independent testing firm
         $62.14 per lane km ($100 per lane mile) that is retested, with a minimum charge of $500.00. The
         Contractor will be responsible for any costs associated with retesting if the original values differ by more
         than 10% from the retested values.

2301.3P1b(4)      Smoothness Incentive/Disincentive

                  Incentive payments and disincentive penalties will be applied to each section, based on the IRI
         value and the schedule shown in Table 2301-P2 and Table 2301-P3. Incentives and disincentives for short
         sections will be prorated based on the proportion, by length, of a full 0.1609 km (0.1 mile) section.

                                                    Table 2301-P2
                                  2301.3P1b (3) International Roughness Index (IRI)
                                       for sections 80 km/hr (50 mph) or greater
                  IRI                      Incentive/Disincentive                Incentive/Disincentive
          m/km (inches/mile)             $ per 0.1609 km section                  $ per 0.1 mile section
                                          (Lane width may vary)                 (Lane width may vary)
       0.00 - 0.79 (0.00 – 50.00)                 $890.00                                 $890.00
      0.80 – 1.42 (50.01 – 90.00)           -2597.8*(IRI) + 2940 1                   -41*(IRI) + 2940 1
            >1.42 (>90.00)                   Corrective Action**                   Corrective Action**
          ** Remove and Replace or Texture Plane to a IRI of 1.13 m/km (71.7 inches/mile) or less
    1
      The disincentive for sections with an IRI values greater than 1.13 m/km (71.7 inches/mile) will be 75% of the
    calculated disincentive for those sections.




Special Provisions – Division 2                                                                            Page 46 of 224
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                                                    Table 2301-P3
                                  2301.3P1b (3) International Roughness Index (IRI)
                          for sections between 48 and 72 km/hr (30 and 45 mph) inclusively
                   IRI                      Incentive/Disincentive               Incentive/Disincentive
          m/km (inches/mile)              $ per 0.1609 km section                 $ per 0.1 mile section
                                           (Lane width may vary)                (Lane width may vary)
       0.00 - 0.79 (0.00 – 50.00)                  $890.00                                $890.00
      0.80 – 2.13 (50.01 – 135.00)          -998.85*(IRI) + 1678.2 1             -15.765*(IRI) + 1678.2 1
              >2.13 (>135)                    Corrective Action**                  Corrective Action**
          ** Remove and Replace or Texture Plane to a IRI of 1.67 m/km (106 inches/mile) or less
    1
      The disincentive for sections with an IRI values greater than 1.67 m/km (106 inches/mile) will be 75% of the
    calculated disincentive for those sections.

2301.3P1b(5)      Bump and Dip Requirements

                   Bumps and dips in the longitudinal direction will be determined in accordance with California
         Test Method 526. Bumps and dips in the transverse direction will be determined using a 0.9144 m (3 foot)
         straight edge. Bumps greater than 7.62 mm in a 7.62 m (0.3 inch in a 25 foot) span in the longitudinal
         direction or 7.62 mm in a 0.9144 m (0.3 inch in a 3 foot) span in the transverse direction shall be identified
         separately. Dips greater than 12.7 mm in a 7.62 m (0.5 inch in a 25 foot) span in the longitudinal direction
         or 12.7 mm in a 0.9144 m (0.5 inch in a 3 foot) span in the transverse direction shall be identified
         separately.

                  When the profile trace shows a successive, uninterrupted bump, dip, or dip, bump combination (up
         to a maximum of 3 alternating trace deviations that relate to one bump or dip on the roadway), identify and
         evaluate these occurrences as one event. These combinations of deviations shall be counted only once for
         the purposes of calculating price deductions. One event is confined to a 9.144 m (30 feet) longitudinal
         section.

                  Bump Requirements

         (1)      Bumps between 7.62 mm and 10.16 mm (0.3 inches and 0.4 inches) may remain in place without
                  correction or penalty if the ride is satisfactory in the judgment of Mn/DOT.
         (2)      All bumps greater than 10.16 mm (0.4 inches) in the longitudinal or transverse direction shall be
                  corrected.
         (3)      Corrected bumps will be considered satisfactory when the profilogram shows the deviations are
                  less than or equal to 7.62 mm in a 7.62 m (0.3 inch in a 25 foot) span in the longitudinal direction
                  or 7.62 mm in a 0.9144 m (0.3 inch in a 3 foot) span in the transverse direction.

                  Sections that are excluded according to Table 2301-P1 and are 72 km/hr (45 mi/hr) or less, are
         subject to the modified bump requirements as follows:
         (1)      Bumps greater than 12.7 mm in a 7.62 m (0.5 inch in a 25 foot) span in the longitudinal direction
                  or 12.7 mm in a 0.9144 m (0.5 inch in a 3 foot) span in the transverse direction shall be identified
                  separately.
         (2)      Bumps greater than 12.7 mm (0.5 inch) shall be corrected by removal and replacement of the
                  pavement or by concrete grinding. If Mn/DOT does not order corrective work for bumps greater
                  than 12.7 mm in a 7.62 m (0.5 inches in a 25 foot) span in the longitudinal direction or 12.7 mm
                  in a 0.9144 m (0.5 inch in a 3 foot) span in the transverse direction, the Contractor is assessed a
                  $1500 penalty for each bump in each traffic lane.

                  Dip Requirements

         (1)      Dips greater than 12.7 mm (0.5 inch) shall be corrected by removal and replacement of the
                  pavement or by concrete grinding.



Special Provisions – Division 2                                                                            Page 47 of 224
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         (2)      Corrected dips will be considered satisfactory when the profilogram shows the deviations are less
                  than or equal to 12.7 mm in a 7.62 m (0.5 inch in a 25 foot) span in the longitudinal direction or
                  12.7 mm in a 0.9144 m (0.5 inch in a 3 foot) span in the transverse direction.
         (3)      If Mn/DOT does not order corrective work for dips greater than 12.7 mm (0.5 inch) in the
                  longitudinal or transverse direction the Contractor is assessed a $1500 penalty for each
                  uncorrected dip.
         (4)      If dips exceed 25 mm (1 inch) in the longitudinal or transverse direction, the Contractor shall
                  remove and replace the pavement represented by the dip.

2301.3P1b(6)      Corrective Work

                  The Contractor shall notify Mn/DOT prior to commencement of the corrective work. If
         corrective work is required, the Contractor shall mark the pavement in the locations where corrective work
         is planned. The Contractor shall not commence corrective work until the locations, methods and
         procedures have been approved by Mn/DOT. Corrective work shall be by using an approved grinding
         device consisting of multiple blades. Pavement cross slope shall be maintained through corrective areas.
         Residue and excess water resulting from this operation shall be removed in accordance with Mn/DOT
         Spec. 1717.

                  After the Contractor has completed the corrective work, the corrective area shall be re-measured
         within 2 working days of completion of concrete grinding to verify compliance with specification
         requirements. All corrective action, including all necessary traffic control, shall be completed at no
         additional cost to Mn/DOT.

                  If permanent pavement marking are damaged or destroyed during surface correction activities,
         they will be replaced at no cost to Mn/DOT.

               Joint sealant that has been damaged by concrete grinding on concrete pavement as determined by
         Mn/DOT shall be repaired and replaced at no expense to Mn/DOT.

                  Corrective work by concrete grinding may result in thin pavement sections. Mn/DOT shall
         determine if this condition needs to be verified by coring. Additional coring for thickness verification shall
         be at no cost to Mn/DOT.

                  All corrective work shall be subject to the approval of Mn/DOT. Within 5 calendar days after all
         required corrective work is completed a final section(s) IRI value and bump/dip tabulation shall be
         determined and submitted to Mn/DOT. Corrective work and re-evaluation shall be at the Contractor‟s
         expense.

2301.3P1b(7)      Payment

                   At no cost to Mn/DOT, the Contractor shall remove all bumps and dips per 2301.3P1b(5), surface
         test and provide necessary additional corrective work to achieve the required smoothness.

                  Mn/DOT 2301.3P2 is hereby modified with the following:

                  Patch core holes within 72 hours of obtaining cores.

                  Table 2301-3 of Mn/DOT 2301.3P2 is hereby and replaced with the following:

                                              TABLE 2301-3
                                  DEDUCTIONS FOR THICKNESS DEFICIENCY




Special Provisions – Division 2                                                                            Page 48 of 224
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                                                                               Deduction Per m2
                           Thickness Deficiency Exceeding the
                                                                               (square yard) of
                                * Permissible Deviations
                                                                                   Payment
                       2.5 mm and below (0.01 to 0.10 inch, Incl.)                  $0.25
                     Over 2.5 mm to 5 mm (0.11 to 0.20 inch, Incl.)                 $0.50
                     Over 5 mm to 7.5 mm (0.21 to 0.30 inch, Incl.)                 $0.75
                     Over 7.5 mm to 10 mm (0.30 to 0.40 inch, Incl.)                $1.00

DBS-2301.6 (2301) SEAL CONCRETE PAVEMENT JOINTS
Use only on jobs with sealed joints.

                 When the Plan calls for sealed joints, seal all transverse and longitudinal joints in concrete
pavement except longitudinal construction joints between a concrete median or gutter section and a concrete
pavement. All sealed joints shall use Mn/DOT 3725.

DBS-2301.7 (2301) EXPANSION JOINTS DESIGN E8
Use the following when have either E8S or E8H expansion joints.

                This work consists of furnishing and installing E8 expansion joints in accordance with the
applicable Mn/DOT Standard Specifications and the following:

DBS-2301.7.1 The preformed material utilized for sealing the E8 expansion joints shall be one of the following
or an approved equal:

       (A)      "Pressure-Relief® (Ceramar®)" as marketed by the W.R. Meadows, Inc., P.O. Box 338,
Hampshire, IL 60140. http://www.wrmeadows.com

        (B)     "EVA-SEAL®" manufactured by E-Poxy Engineered Materials, LLC, 10 Broadway, Albany, NY
12202. http://www.e-poxy.com

DBS-2301.7.2 E-8 Pressure relief joint material shall be installed in accordance with the manufacturer‟s
recommendations and as follows:

         (A)       Expansion joint filler material used for a 100 mm [4 inch] pressure relief joint consists of a
preformed foam product having minimum dimensions of 115 mm [4.5 inches] in width (may be laminated) and
200 mm [8 inches] in depth. Each section shall have a minimum length of 3 meters [10 feet]. When the concrete
depth is greater than the depth of the pressure relief material, fill the void below the material with polystyrene. The
material shall be installed under compression with a lubricant adhesive applied to the concrete contact surfaces.

          (B)      Saw or form the joints 100 mm [4 inches] wide by the full-depth of the slab. Inspect to assure that
the inside walls of the joint have been sandblasted, are dry, smooth and free of debris and loose particles. Apply
tape to the top 25 mm [1 inch] of the inside walls to prevent the lubricant adhesive from contaminating the concrete
bonding surfaces of the subsequently placed hot pour joint sealer.

         (C)      Paint the inside walls of the joint with lubricant adhesive at the rate of approximately 1 liter per 4
meters [1 gallon per 50 lineal feet] of joint.

          (D)       Pinch the bottom of the material together and push down into the joint. Walk the material down
into the joint; use a sledgehammer and a 2X4 if necessary. When butting two pieces together, paint the ends with
lubricant adhesive.

          (E)       Install the foam relief joint material so that the top surface is depressed to a depth of
approximately 22 mm [7/8 inch] below the concrete surface. After proper installation, remove the tape and fill the
void on top of the foam material with approximately 13 mm [1/2 inch] of Mn/DOT 3723 or 3725 hot pour joint
sealer to a level of 9.5 mm  6.3 mm [3/8 inch  1/4 inch] below the surface. The hot joint sealer should only

Special Provisions – Division 2                                                                              Page 49 of 224
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slightly melt into the foam pressure relief joint material. To prevent excessive melting of the joint material, place
the hot-pour sealer at the lower end of the temperature specification. Check for correct temperature by placing hot
pour sealer on a sample of waste foam material.

DBS-2301.8 (2301) BRIDGE APPROACH PANEL MIX DESIGN
Use for all projects containing bridge approach panels.

                 This work shall be performed in accordance with the provisions of Mn/DOT 2301, the details
shown in the Plans, and the following:

          Standard Plan Sheets 5-297.223 and 5-297.224 are hereby revised such that Concrete Mix No. 3X42 is
hereby deleted and replaced with Concrete Mix No. 3A42.



DBS-2301.11 (2301) CONCRETE GRINDING
                   This work shall consist of grinding and texturing the surface of the existing concrete pavement in
a longitudinal direction. The intent of this specification is to improve skid resistance, correct surface defects and
promote drainage. Existing joint seals may be removed prior to or in conjunction with this operation. However,
tolerances for joint sealing shall be measured from the resulting planed surface.

           The entire surface area of pavement designated shall be planed in a manner that results in uniform texture.
 The surface shall have a finished texture with grooves between 2.5 mm [0.097 inch] and 3.3 mm [0.130 inch], and
2.03 mm [0.080 inch] and 2.92 mm [0.115 inch] apart. The width of kerf shall be adjusted to maximize skid
resistance. The grooves shall not be less than 0.787 mm [0.031 inch] or more than 2.92 mm [0.115 inch] in depth.
The actual textured area of any selected 0.6 meter [2 foot] by 30 meter [100 foot] longitudinal area of pavement
shall not be less than 98% of the selected area.

          All concrete repairs to the existing concrete pavement must be made before the Concrete Grinding
operation is commenced. All repairs, except “TYPE D” repairs in excess of 9 meters [30 feet] will have a diamond
ground surface. Those “TYPE D” repairs in excess of 9 meters [30 feet] shall have a 5 meter [15 foot] minimum
diamond ground runout at each end to eliminate bumps.

          Residue and excess water resulting from this grinding shall be handled in accordance with Mn/DOT 1717.

         Using an approved concrete grinding device consisting of multiple diamond blades, the Contractor shall
remove all areas represented by:

         (A)      High points having deviations of 7.62 mm [0.3 inches] or more,

         (B)      Lanes with an average International Roughness Index exceeding 1.42 mm/km [90.00 inches] per
lane mile taken in 0.1609 km [0.10 mile] increments, as measured with the Inertial Profiler in the longitudinal
direction, or

          (C)      Lanes with 7.62 mm [0.3 inches] in 0.9144 m [3 feet] measured with a 3.038 meter [10 foot]
straight edge in the transverse direction.

                 After removing all deviations as described, additional corrective work and surface testing shall be
performed by the Contractor, if necessary, to achieve the required surface smoothness. .

          MEASUREMENT
                 Smoothness will be measured with an Inertial Profiler (IP), which produces both an International
Roughness Index (IRI) value and a profilogram (profile trace of the surface tested). The IP shall conform to the
Class 1 requirements of ASTM E950-94 and must be certified according to the most recent procedure on file in the


Special Provisions – Division 2                                                                            Page 50 of 224
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Concrete Engineering Unit. For pavement evaluation, one pass shall be made in the each wheel path of each lane of
the mainline pavement. The IP shall be run in the direction the traffic will be moving. Each lane shall be tested and
evaluated separately. Mn/DOT will determine the length in kilometers [miles] for each mainline traffic lane. The
IP shall be operated at the optimum speed as defined by the manufacturer.

           SMOOTHNESS TESTING
                   The Contractor shall furnish a properly calibrated, documented, and Mn/DOT certified IP. The IP
shall be equipped with automatic data reduction capabilities for determining IRI values. Computer programs used to
calculate the IRI statistic from a longitudinal roadway profile shall follow the procedure developed by the World
Bank for a quarter-car simulation as described in NCHRP Report 228.

                  Mn/DOT certification documentation shall be provided to Mn/DOT on the first day the IP is used
on the project. Inertial Profiler settings are on file in the Concrete Engineering Unit. The Contractor shall furnish a
competent operator, trained in the operation of the IP and evaluation of both California Test Method 526 and
International Roughness Index.

                  The Contractor shall remove all objects and foreign material on the pavement surface prior to
surface evaluation.

                  Perform each run on a length of pavement as long as practical and measure in the direction the
traffic will be moving. Each run shall be made continuously. Bridge approach panels and bridge surfaces are
exempt from these requirements; however, paving start-up areas are not exempt.

                  The measured pavement surface profile will be divided into sections that represent continuous
placement. Each run will be separated into sections 0.1609 km [0.1 mile] in length. Final sections in a run that are
less than 0.1609 km [0.1 mile] but that are longer than 7.62 m [25 feet] shall be evaluated as an independent section,
but incentives will be prorated for length.

                    Determine the average IRI by averaging the two wheel path IRI results in each lane. An IRI value
shall be computed for each segment of 7.62 m [25 foot] or more. The IRI value will include the 7.62 m [25 foot] at
the ends of the section only when the Contractor is responsible for the adjoining surface. The IRI values shall be
reported in units of m per km [inches per mile]. Both m per km and inches per mile shall be reported with two
digits right of the decimal. Follow Mn/DOT rounding procedures per the Concrete Manual section 5-694.002.

                 The Contractor shall submit the graphical trace, a summary of the bump(s)/dip(s) locations, the
magnitude of the bump(s)/dip(s) and each section IRI value with the signature of the Operator to the Engineer on the
same day as the profiling was conducted.

       RETESTING
               Mn/DOT may require any portion or the total project to be retested if the results are questioned.
Mn/DOT will decide whether an independent testing firm (ITF), or the Contractor will retest the roadway surface.

                   If the retested IRI values differ by more than 10% from the original IRI values, the retested values
will be used as the basis for acceptance and any incentive/disincentive payments.

                   If Mn/DOT directs the Contractor or an independent testing firm to perform retesting and the
original results are found to be accurate, Mn/DOT will pay the Contractor or the independent testing firm $62.14 per
lane km [$100 per lane mile] that is retested, with a minimum charge of $500.00. The Contractor will be
responsible for any costs associated with retesting if the original values differ by more than 10% from the retested
values.

          Incentive payments will be applied to each section, based on the IRI value and the schedule shown in
Table 2301-P1. Incentives for short sections will be prorated based on the proportion, by length, of a full 0.1609 km
[0.1 mile] section.




Special Provisions – Division 2                                                                             Page 51 of 224
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                                                    Table 2301-P1
                                    2301.3P1b (3) International Roughness Index (IRI)

                      IRI                             Incentive                       Incentive
               m/km [inches/mile]             $ per 0.1609 km section           $ per 0.1 mile section
                                              (Lane width may vary)            (Lane width may vary)
             0.00 - 0.79 [0.00 – 50.00]                $450.00                          $450.00
            0.80 – 1.14 [50.01 – 72.00]         -1296*(IRI) + 1472.7 1          -21.256*(IRI) + 1512.8 1
            1.15 – 1.42 [72.01 – 90.00]                 $0.00                           $0.00
                  >1.42 [>90.00]                 Corrective Action**             Corrective Action**
            ** Diamond grind to a IRI of 1.42 m/km [90.00 inches/mile] or less

                  The Contractor shall submit a final spreadsheet summary of the smoothness data to Mn/DOT
within 5 calendar days after concrete grinding is completed. The Contractor shall also submit computer files in ERD
format that represent the raw data from the each run. The Contractor shall sign the summary report. The
spreadsheet summary shall be in tabular form, with each 0.1609 km [0.1 mile] section occupying a row.

                   Each row shall include the following:

                   (1)      The beginning and ending station for the section,
                   (2)      The length of the section,
                   (3)      The final IRI value for the section,
                   (4)      The IRI based incentive in dollars for the section.

                   Each continuous run will occupy a separate table and each table will have a header that includes
the following:

                   (1)      The project number,
                   (2)      The roadway number or designation,
                   (3)      A lane designation,
                   (4)      The date of the final smoothness runs, and
                   (5)      The beginning and ending station of the continuous run.

                   The following information shall be included at the bottom of each summary:

                   (1)      A subtotal for the IRI based incentive, and
                   (2)      A total for incentive for IRI values

                Software to summarize the data is available from the Mn/DOT Smoothness page at
www.dot.state.mn.us/materials/smoothness.html.

                   The Contractor will be responsible for all traffic control associated with the testing and any
corrective action (when applicable) that is required of the final pavement surface.

                   If permanent pavement marking are damaged or destroyed by concrete grinding, they shall be
replaced.

                   Joint sealant that has been damaged by concrete grinding on concrete pavement shall be repaired
and replaced.

DBS-2301.12 (2301) CONCRETE GRINDING
                   This work shall consist of grinding and texturing the surface of the existing concrete pavement in
a longitudinal direction. The intent of this specification is to improve skid resistance, correct surface defects and



Special Provisions – Division 2                                                                             Page 52 of 224
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promote drainage. Existing joint seals may be removed prior to or in conjunction with this operation. However,
tolerances for joint sealing shall be measured from the resulting ground surface.

           The entire surface area of pavement designated shall be planed in a manner that results in uniform texture.
 The surface shall have a finished texture with grooves between 2.5 mm [0.097 inch] and 3.3 mm [0.130 inch], and
2.03 mm [0.080 inch] and 2.92 mm [0.115 inch] apart. The width of kerf shall be adjusted to maximize skid
resistance. The grooves shall not be less than 0.787 mm [0.031 inch] or more than 2.92 mm [0.115 inch] in depth.
The actual textured area of any selected 0.6 meter [2 foot] by 30 meter [100 foot] longitudinal area of pavement
shall not be less than 98% of the selected area.

          All concrete repairs to the existing concrete pavement must be made before the Concrete Grinding
operation is commenced. All repairs, except “TYPE D” repairs in excess of 9 meters [30 feet] will have a diamond
ground surface. Those “TYPE D” repairs in excess of 9 meters [30 feet] shall have a 5 meter [15 foot] minimum
diamond ground runout at each end to eliminate bumps.

          Residue and excess water resulting from this grinding shall be handled in accordance with Mn/DOT 1717.

         Using an approved concrete grinding device consisting of multiple diamond blades, the Contractor shall
remove all areas represented by:

         (A)      High points having deviations of 7.62 mm [0.3 inches] or more,

         (B)      Lanes with an average International Roughness Index exceeding 1.42 mm/km [90.00 inches] per
lane mile taken in 0.1609 km [0.10 mile] increments, as measured with the Inertial Profiler in the longitudinal
direction, or

          (C)      Lanes with 7.62 mm [0.3 inches] in 0.9144 m [3 feet] measured with a 3.038 meter [10 foot]
straight edge in the transverse direction.

                 After removing all deviations as described, additional corrective work and surface testing shall be
performed by the Contractor, if necessary, to achieve the required surface smoothness.

           MEASUREMENT
                   Smoothness will be measured with an Inertial Profiler (IP), which produces both an International
Roughness Index (IRI) value and a profilogram (profile trace of the surface tested). The IP shall conform to the
Class 1 requirements of ASTM E950-94 and must be certified according to the most recent procedure on file in the
Concrete Engineering Unit. For pavement evaluation, one pass shall be made in the each wheel path of each lane of
the mainline pavement. The IP shall be run in the direction the traffic will be moving. Each lane shall be tested and
evaluated separately. Mn/DOT will determine the length in kilometers [miles] for each mainline traffic lane. The
IP shall be operated at the optimum speed as defined by the manufacturer.

           SMOOTHNESS TESTING
                   The Contractor shall furnish a properly calibrated, documented, and Mn/DOT certified IP. The IP
shall be equipped with automatic data reduction capabilities for determining IRI values. Computer programs used to
calculate the IRI statistic from a longitudinal roadway profile shall follow the procedure developed by the World
Bank for a quarter-car simulation as described in NCHRP Report 228.

                  Mn/DOT certification documentation shall be provided to Mn/DOT on the first day the IP is used
on the project. Inertial Profiler settings are on file in the Concrete Engineering Unit. The Contractor shall furnish a
competent operator, trained in the operation of the IP and evaluation of both California Test Method 526 and
International Roughness Index.

                  The Contractor shall remove all objects and foreign material on the pavement surface prior to
surface evaluation.




Special Provisions – Division 2                                                                             Page 53 of 224
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                  Perform each run on a length of pavement as long as practical and measure in the direction the
traffic will be moving. Each run shall be made continuously. Bridge approach panels and bridge surfaces are
exempt from these requirements; however, paving start-up areas are not exempt.

                  The measured pavement surface profile will be divided into sections that represent continuous
placement. Each run will be separated into sections 0.1609 km [0.1 mile] in length. Final sections in a run that are
less than 0.1609 km [0.1 mile] but that are longer than 7.62 m [25 feet] shall be evaluated as an independent section,
but incentives will be prorated for length.

                    Determine the average IRI by averaging the two wheel path IRI results in each lane. An IRI value
shall be computed for each segment of 7.62 m [25 foot] or more. The IRI value will include the 7.62 m [25 foot] at
the ends of the section only when the Contractor is responsible for the adjoining surface. The IRI values shall be
reported in units of m per km [inches per mile]. Both m per km and inches per mile shall be reported with two
digits right of the decimal. Follow Mn/DOT rounding procedures per the Concrete Manual section 5-694.002.

                 The Contractor shall submit the graphical trace, a summary of the bump(s)/dip(s) locations, the
magnitude of the bump(s)/dip(s) and each section IRI value with the signature of the Operator to Mn/DOT on the
same day as the profiling was conducted.

         RETESTING
               Mn/DOT may require any portion or the total project to be retested if the results are questioned.
Mn/DOT will decide whether Mn/DOT, an independent testing firm (ITF), or the Contractor will retest the roadway
surface.

                   If the retested IRI values differ by more than 10% from the original IRI values, the retested values
will be used as the basis for acceptance and any incentive/disincentive payments.

                   If Mn/DOT directs the Contractor or an independent testing firm to perform retesting and the
original results are found to be accurate, Mn/DOT will pay the Contractor or the independent testing firm $62.14 per
lane km [$100 per lane mile] that is retested, with a minimum charge of $500.00. The Contractor will be
responsible for any costs associated with retesting if the original values differ by more than 10% from the retested
values.

           The Contractor shall submit a final spreadsheet summary of the smoothness data to Mn/DOT within 5
calendar days after concrete grinding is completed. The Contractor shall also submit computer files in ERD format
that represent the raw data from the each run. The Contractor shall sign the summary report. The spreadsheet
summary shall be in tabular form, with each 0.1609 km [0.1 mile] section occupying a row.

                  Each row shall include the following:

                  (1)      The beginning and ending station for the section,
                  (2)      The length of the section,
                  (3)      The final IRI value for the section,

                  Each continuous run will occupy a separate table and each table will have a header that includes
the following:

                  (1)      The project number,
                  (2)      The roadway number or designation,
                  (3)      A lane designation,
                  (4)      The date of the final smoothness runs, and
                  (5)      The beginning and ending station of the continuous run.

                Software to summarize the data is available from the Mn/DOT Smoothness page at
www.dot.state.mn.us/materials/smoothness.html.



Special Provisions – Division 2                                                                            Page 54 of 224
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                   The Contractor will be responsible for all traffic control associated with the testing and any
corrective action (when applicable) that is required of the final pavement surface.

                     If permanent pavement marking are damaged or destroyed by concrete grinding, they shall be
replaced.

                     Joint sealant that has been damaged by concrete grinding on concrete pavement shall be repaired
and replaced.

DBS-2331.1 (2331) FULL DEPTH RECLAMATION (FDR)
                  This work shall consist of pulverizing and blending the inplace bituminous pavement and a
portion of the underlying aggregate material to produce a uniform graded aggregate base.

                  This work will include spreading, watering, compacting, shaping and maintaining the blended
reclaim material to the specified profile and cross-section.

            MATERIALS

         A           Gradation Requirements

                     The reclaim material shall meet the following gradation

                                                 Percent Passing
                            Sieve Size             (by weight)
                           75 mm (3.0”)            99 - 100 %
                           50 mm (2.0”)            97 – 100 %

                     Additional aggregate material as required shall consist of Mn/DOT 3138 Aggregate Base, Class 5,
virgin aggregates.

         B           Contractor's Gradation Quality Control (QC)

                   The Contractor shall be responsible for gradation control by testing the reclaim material at a rate
of 1 test per 5,000 m2 (6,000 square yards), with a minimum of 1 test per day. The Contractor shall provide
gradation test results to Mn/DOT within the first 500 feet of production and within 500 feet of a failing gradation.
The Contractor is responsible for adjusting production to maintain gradation control. The Contractor must produce
acceptable material prior to completion of the next 500 feet of production from the site of the failing test.

                     Reclaim sections represented by the Contractor‟s failed gradation will require corrective action.

                 The Contractor‟s Quality Control tester shall be certified by Mn/DOT. The Contractor‟s test
equipment shall be calibrated in accordance with the latest version of the Mn/DOT Laboratory Manual, at the
beginning of each construction season and as needed.

         C           Agency Gradation Quality Assurance (QA)

                     The Contractor is responsible for the Quality Assurance process. The QA process shall include:

                     (1)      Conducting Quality Assurance sampling and testing.
                     (2)      Maintaining records of production quantities and associated test results.
                     (3)      Communicating all records in a timely manner.

                 The assurance testing rate of the reclaim mixture shall be1 test per 10,000 m2 (12,000 square
yards), with a minimum of 1 test per day.


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                  Assurance gradation samples of the reclaim mixture shall be obtained after spreading and prior to
compaction.

                   The Contractor shall perform the corrective work at no cost to Mn/DOT when corrective action is
required in accordance with Table 2331-1. The Contractor shall remove the unacceptable material and replace it
with acceptable material, or correct the unacceptable material on the road. Mn/DOT may allow the Contractor to
accept a price reduction in lieu of corrective action or replacement. The Contractor may qualify for full payment by
correcting the failing material.

                 Upon completion of any corrective action, the corrected material shall be sampled and tested by
the Contractor. Mn/DOT will sample and test the reclaim material for Assurance only after the Contractor has
provided acceptable test results.

                Reclaimed material that fails to meet the gradation requirements shall be subject to corrective
action or Mn/DOT may allow the Contractor to accept a price reduction in lieu of corrective action. Acceptance for
non-complying material will be made in accordance with Table 2331-1.

                                                   Table 2331-1
                           FULL DEPTH RECLAMATION PAYMENT SCHEDULE
                                                 (Individual Test)
                                 50 mm (2”) &
                               75 mm (3”) Sieve
                                                          Price Reduction Schedule
                               % Passing Outside
                                Specified Limits
                                      2%                   Substantial Compliance
                                      3%                             5%
                                      4%                            10%
                                      5%                            15%
                                     > 5%                    Corrective Action
                            Price reductions for more than one failing sieve size shall
                            be cumulative.

                           The compensation due to the Contractor for the quantity
                           of material represented by the failing test results shall be
                           reduced by the sum of the respective percentages;
                           however, the reduction will not exceed 50 percent.

                           Substantial Compliance is to be applied to occasional failure.
                            Material that consistently fails to meet specification
                           requirements shall be subject to a price reduction or
                           corrective action, as determined by Mn/DOT.

          CONSTRUCTION REQUIREMENTS

         A        Equipment Requirements

         A1       Reclaiming Machine

                  The road reclaimer shall be a self-propelled machine designed to pulverize the inplace bituminous
pavement structure to the specified maximum particle size. It shall be capable of uniformly blending the pulverized
material with the underlying aggregate base material to the depths shown in the Plan. The machine shall have a
control system to automatically control the elevation of the cutting head to the specified depth. The machine shall
be approved by Mn/DOT prior to the start of the pulverizing operation.



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         A2       Rollers

                  The following requirements shall apply:

         A2. (a) Pneumatic-Tired Roller

                  Pneumatic-tired roller shall be self-propelled and have weight a minimum 22.7 metric tons (25
tons) or 111 kg/cm (616 pounds/inch) of rolling width. The tire arrangement shall be such that compaction will be
obtained over the full width of the roller with each pass.

         A2. (b) Pads Foot Vibratory Roller

                 The pad foot roller shall weigh at least 11,300 kg (25,000 pounds) and be allowed for use on a
performance basis in accordance with Mn/DOT 1805.

         A2. (c) Vibratory Rollers

                  The vibratory rollers will be allowed for use on a performance basis in accordance with Mn/DOT
1805.

         B        Pulverizing Operation

                  All vegetation and topsoil that is adjacent to the surface (mainline or shoulder) that is to be
reclaimed shall be removed prior to the start of pulverization

                 The inplace bituminous pavement and aggregate material shall be pulverized and blended to the
width and depth shown on the Plans to produce a uniformly blended reclaim mixture.

                  No direct compensation will be made for occasional variations in the bituminous pavement
thickness.

                 Any bituminous pieces larger than 75 mm (3 inches), which are visible on the grade during
the reclamation process, shall be removed from the grade. The Contractor’s Engineer or Mn/DOT may
require corrective action when there are excessive oversize bituminous pieces.

                 Disposal of the oversize bituminous pieces, within the Right-of-Way, will not be permitted.
Mn/DOT will assess a $500.00 monetary deduction each time the Contractor’s personnel are observed
disposing of oversize bituminous material in Right-of-Way. Any oversize bituminous pieces found in the
Right-of-Way shall be removed by the Contractor and at the Contractor’s expense.

                  All pulverize material shall be blended, spread, watered, compacted, and shaped, by the end of the
workday.

                   The Contractor shall take care to avoid disturbing or damaging any existing drainage or utility
structures on the Project. The Contractor shall repair damage to any structure resulting from the pulverization
operation at no expense to Mn/DOT.

                  Additional aggregate material shall be uniformly spread across the roadway surface prior to being
incorporated into the reclaim mixture.

                 During the pulverization operation the Contractor shall physically dig down, approximately every
300 m (1,000 feet) (each pass), to check the blending depth and visually verify the full depth of pavement structure
has been blended without contamination from the subgrade.

         C        Spreading and Compaction



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                  The reclaim material for each layer shall be spread and compacted to the required profile, cross–
section, and density before placing the next layer of reclaim material.

                 The reclaim material shall be constructed in layers not more than 75 mm (3 inches) in compacted
thickness. The reclaim layer may be increased to a maximum of 150 mm (6 inches), when approved by Mn/DOT
and additional compaction requirements are met.

                 Each individual lift of the reclaim material shall be of uniform thickness. When additional
aggregate material is required to attain the Plan profile and/or cross-section, this material shall be incorporated
during the reclamation process to produce a uniform reclaim mixture.

                  Water shall be applied to the reclaim material during the blending and spreading operations so that
at the time of compaction the moisture content is not less than 3 percent nor more then 7 percent based on the dry
weight.

                   A minimum 22.7 metric ton (25 ton) pneumatic-tired roller or 11,300 kg (25,000 pound) pads
foot vibratory roller shall be used for rolling when the lift thickness is 75 mm (3 inches) or less.

                   The reclaim layer may be increased to 150 mm (6 inches) maximum when approved by Mn/DOT
and both the 22.7 metric ton (25 ton) pneumatic-tired roller and the 11,300 kg (25,000 pound) pad foot vibratory
roller are being used concurrently for the initial and intermediate rolling.

         C1.      Modified Penetration Index Method

                  1.        Contractor's Quality Control (QC)

                            The Contractor is encouraged to test the reclaim mixture with the Dynamic Cone
                            Penetrometer (DCP) to monitor the progress of the placement and compaction of the
                            reclaim mixture.

                  2.        Agency Quality Assurance (QA)

                            Compaction of the reclaim mixture shall be obtained by the Modified Penetration Index
                            Method, as follows:

                            The full thickness of each reclaim layer shall be compacted to achieve a penetration index
                            value less than or equal to 10 mm (0.4 inch) per blow and a seating value less than or
                            equal to 40 mm (1.5 inches), as determined by the Mn/DOT standard Dynamic Cone
                            Penetrometer (DCP) device (Mn/DOT Grading & Base Manual 5-692.255). Layer
                            thickness for test purposes will be considered 100 mm (4 inches) minimum and 150 mm
                            (6 inches) maximum in compacted thickness.

                            Two passing Dynamic Cone Penetrometer tests shall be required at selected sites within
                            each 5,000 m2 (6,000 square yards) of constructed reclaim course. No more than one
                            retest will be conducted in a selected area, within 1 foot from the failing test.

                            Areas represented by two failing tests shall be recompacted and retested for compaction
                            compliance.

         D        Workmanship and Quality

                   The Contractor shall place the reclaim material to conform to the profile and cross-section shown
in the Plans or as directed by Mn/DOT. Minor undulations in the existing surface profile shall be removed during
the spreading operation to promote a smooth finished profile of the reclaim surface.




Special Provisions – Division 2                                                                              Page 58 of 224
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                    The Contractor shall provide staking to re-establish centerline. Cross slopes shall be constructed
to the typical sections as shown in the Plan. Super-elevations and transitions shall be constructed at the locations
shown in the Plans.

                   The grading tolerance of the final profile of the reclaim surface, immediately prior to bituminous
paving, shall be as follows:

                   The surface shall not deviate more than 15 mm (0.05 feet) in a 15 m (50 foot) distance. The
                   Contractor will be required to regrade the areas found to be out of tolerance. The Contractor will
                   not be compensated for any delays caused by the above tolerancing requirements.

                  The Contractor shall be responsible for maintaining the finished surface of the reclaim material in
a smooth compacted condition, free of ruts, raveling, and distortions. The application of water may be required to
maintain the reclaim material surface. All necessary maintenance shall be performed at no additional cost to
Mn/DOT.

                  Reclaim material with a “wash board” surface condition shall be scarified to a depth below that
lowest surface of the wash boarded area and recompacted immediately prior to paving. This work shall be
performed at no additional cost to Mn/DOT.

                   Unstable areas encountered during the reclamation process shall be corrected.

DBS-2331.2 (2331) COLD RECYCLE INPLACE BITUMINOUS MIXTURE
                  This work shall consist of milling the existing bituminous surface, to the depth and width shown
on the Plans. The reclaimed asphalt pavement (RAP) shall be mixed with: an asphalt emulsion, water (if required),
and other additives (if required). This cold in-place recycled bituminous mixture will then be placed and compacted
in accordance with the Plans and specifications.

                   MATERIALS

              Asphalt Emulsion: The Mix Emulsion shall be HFMS-2P or approved equal conforming to
Mn/DOT 3151.2E.

                  Crushed/sized Bituminous Material: The crushed/sized bituminous material shall meet the
following gradation requirements:

                   Sieve Size                            Percent Passing
                   38.0 mm [1-1/2 inch]                       100%
                   25.0 mm [1 inch]                          90-100%

                 Mix Design: An asphalt emulsion add rate of 2% was used for estimating purposes. This rate
may be adjusted at the start of construction.

                    Water: Shall be clear and free of deleterious materials, such as; acid, oil, alkali, organic material,
salt, sugar, or other harmful materials.

              Fog Seal Emulsion: If required, shall be CSS-1h, CSS-1 or approved equal conforming to
Mn/DOT 3151.2E.

                   CONSTRUCTION REQUIREMENTS

         (A)       Equipment

                A Full Recycling Train is required. This is a multi-unit train with milling,
screening/crushing, and mixing units, used to process the material.

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                  Milling: The Contractor shall furnish a self-propelled machine capable of milling the existing
bituminous surface to the depth shown on the Plans, in a single pass, and to a minimum width of not less than 3.8 m
[12.5 feet]. This machine shall have automatic depth and cross-slope controls and maintain a constant cutting depth.
 The automatic depth controls shall maintain the cutting depth to within plus or minus 6 mm [1/4 inch] of the depth
shown on the Plans.

                  Crushing/sizing: The material will be crushed and sized prior to mixing with emulsion. The unit
shall have a "closed circuit" system capable of continuously returning oversized material to the crusher.

                    Mixing: The pug mill type mixing unit shall be equipped with a continuous weighing system of
the milled and sized material, coupled/interlocked to a computer controlled liquid metering device for the asphalt
emulsion and other additives. The machine shall be capable of automatically metering liquids with a variation of not
more than plus or minus 0.2 percent by weight of mix from the specified percentage. The unit shall be equipped
with facilities so that the Contractor can verify and calibrate these items.

                  Pick-up machine: The pick-up machine shall be capable of removing the entire windrow of cold
in-place recycled bituminous material down to the remaining underlying material.

                  Paver: The paver shall meet the requirements of Mn/DOT 2331.3C2a.

                    Rollers: The rollers shall meet the requirements of Mn/DOT 2331.3H3a. A minimum of two
rollers shall be required. When cold in-place recycling depths of 75 mm [3 inch] or more, one of the two rollers
shall be a 28 to 33 metric ton [25 to 30 ton] pneumatic roller equipped with a watering device to prevent material
from adhering to the tires. The 28 to 33 metric ton [25 to 30 ton] pneumatic roller should be used for breakdown
rolling. The Steel-Wheeled rollers shall meet the requirements of Mn/DOT 2331.3H3a(1).

                  Distributor: The distributor shall meet the requirements of Mn/DOT 2321.3C1.

                  Broom: A rotary power broom may be used to remove the fillet of fine milled material produced
by the milling operation. The broom must remove all loose material prior to placing and compacting the CIR
bituminous mixture.

         (B)      Construction Operations

                   Contractor Quality Control: Testing of the crushed/sized bituminous material will be performed at
a rate of 1 per 4200 square meters [1 per 5000 square yards] or a minimum of 2 per day. These samples may be
taken from the windrow of CIR bituminous mixture after the emulsion has been added.

                  Additional research samples: The Contractor will be required to take two samples per day.
One sample of the crushed/sized material shall be taken prior to the addition of emulsion. The other sample shall be
taken after the emulsion has been added. The sample sizes shall be approximately 11 kg. [25 pounds]. They shall
be in sealed cylinder mold containers. The samples shall be given to Mn/DOT.

                   When commencing cold in-place recycling operations, the emulsified binder agent shall be applied
to the milled bituminous material at the initial design rate. The exact application rate of the emulsified binder agent
will be determined and varied as required by existing pavement conditions. The temperature of the emulsified
binder agent shall be within the temperature range specified for the mixing of the material being used, without
overheating. An allowable tolerance of plus or minus 0.2 percent of the prescribed rate of application shall be
maintained at all times. Variations beyond this range require the approval of Mn/DOT.

                   The Contractor may add water to the milled material to facilitate uniform mixing with the
emulsified binder agent. Water may be added prior to or concurrently with the emulsified asphalt, provided that this
water does not cause any adverse effect on the emulsified binder agent. The total liquid content of water added
(during milling, crushing/sizing and mixing (if required)) plus asphalt emulsion should not exceed 4.0% - 4.5%, as
tested on the material provided for above, as the "additional research samples" .


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                 Fillets of fine, milled material which form adjacent to a vertical face shall be removed prior to
placing the CIR bituminous mixture. Fillets adjacent to existing pavement which will be removed by overlapping
during the next milling pass do not need to be removed.

                 The CIR bituminous mixture shall be placed without segregation, to the lines and grades and cross
slope shown on the Plans.

                  Breakdown rolling shall not begin until the emulsion begins to break, on the surface of the placed
mixture. This is signified by a distinct change in color from brown to black. Typically this takes from 1/2 to 2
hours depending on the type of emulsion, lift thickness, and curing conditions of temperature, humidity, and wind
velocity.

                Compaction of the CIR bituminous mixture shall be by the "Ordinary Compaction Method" in
accordance with Mn/DOT 2331.3H3 as modified below.

                   A control strip shall be used to establish a rolling pattern, which shall be used by the Contractor
for the compaction of the CIR bituminous mixture until a new control strip is constructed. Each control strip shall
have an area of at least 330 square meters [400 square yards], and shall be of the same thickness as the lift it
represents. The control strips shall remain in-place and become a part of the completed work.

                    The equipment used in the construction of the control strip(s) shall be of the same type and mass
used on the remainder of the CIR bituminous mixture represented by the control strip. The number, weight and type
of rollers shall be sufficient to meet the minimum requirements in this specification and obtain the required
compaction while the mixture is in a workable condition.

                   Compaction shall commence after the mixture has been spread to the desired thickness and the
emulsion has broken. Compaction typically begins with the pneumatic roller. The pneumatic roller shall make
six or more passes over an area until no further displacement of the mixture is evident. Compaction shall continue
with the finish roller until no appreciable increase in density can be obtained by additional roller coverage.
Densities shall be determined by means of a portable nuclear testing device.

                    To determine when no appreciable increase in density can be obtained, two to four test points shall
be established in the control strip. Determine the test points, on a random basis, after completion of the pneumatic
rolling. The density at each point shall be measured by, averaging two readings (180 degrees outset), of a portable
nuclear testing device after each finish (steel) roller pass. Care must be taken to ensure that the nuclear gauge rests
on a flat surface. Rolling shall be suspended when the testing shows either (a) a decline in density with additional
roller passes, or (b) when no increase in density is obtained by additional roller pass. The rolling operation (pattern
and timing) shall be temporarily discontinued and reevaluated if surface cracking or checking occurs behind the
roller.

                 After this testing is accomplished, rolling on the remainder of that course shall be done in
accordance with the pattern developed in the test strip. Densities shall be spot-checked with the nuclear testing
device. These densities will be used for information only.

               The Contractor‟s Engineer shall order a new control strip when there is a significant change in the
RAP, or when Mn/DOT believes the control strip is not representative.

                  A nuclear testing device shall be furnished and operated by the Contractor. The furnishing of the
nuclear testing device and operator shall be considered incidental to the furnishing and placing of the cold in-place
recycled bituminous mixture and will not be compensated for separately.

                  The Contractor shall reshape and compact the in-place aggregate shoulder prior to placing the first
overlay course, in accordance with Mn/DOT 2105.3G. Compaction shall be achieved by the Quality Compaction
Method in accordance with Mn/DOT 2211.3C2.



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         (C)      Restrictions

                  Recycling operations shall be performed when the atmospheric temperature is above 10 0 C [500 F]
and rising. Additionally, recycling shall not be performed when the weather is foggy or rainy or when weather
conditions are such that proper mixing, spreading, and compacting of the recycled material cannot be accomplished
in the judgment of Mn/DOT.

                 The cold milling operation shall be performed on one-half of the roadway at a time, so that the
opposite lane may carry traffic.

                  After the recycled material has been spread and compacted, NO TRAFFIC (this includes
Contractor's equipment) will be permitted on the completed cold in-place recycled bituminous mixture for at least
two hours.

                   The area shall be allowed to cure such that the moisture content is reduced to 1.5 percent or less,
by total weight of mix, (this may take approximately 7 to 10 days) before placing hot bituminous concrete surfacing.
 The moisture content shall be determined from a 1.5 kg [3.5 pound] sample retrieved over the full-depth of the CIR
layer. If the moisture content is above 1.5 percent by weight yet below 2.5 percent by weight, and has not changed
by more than 0.2 percent over a period of five days, surfacing may proceed.

                  The hot mix bituminous overlay shall be placed on the CIR bituminous mixture within 30 days.

         (D)      Thickness and Surface Requirements

                   Upon completion of placement and compaction, the finished surface of the cold in-place recycled
bituminous mixture shall be smooth and not vary more than 15 mm [0.05 feet] from the elevations prescribed from
that point as determined from the grade staked and the typical sections shown on the Plans. In addition, the finished
surface shall show no variations greater than 6 mm [1/4 inch] from the edge of a 3 m [10 foot] straightedge resting
on any two points and laid parallel to and/or at right angles to the centerline. All deviations from this tolerance shall
be corrected at no additional cost to the Department.
                   During the curing period, the surface of the cold in-place recycled bituminous mixture may be
sealed, if necessary, to prevent raveling. A minimum amount of emulsion should be employed since the intent is to
not seal the surface such that curing is precluded. Fog sealing shall be accomplished with CSS-1h or CSS-1
emulsion applied at an approximate rate of 0.23 to 0.45 liters per square meter [0.05 to 0.10 gallons per square
yard] of dilute asphalt emulsion (50/50 mix of emulsion and water by volume). The fog seal, if required, shall be
applied in accordance with Mn/DOT 2355.3.

                  The Contractor shall be responsible for maintaining the finished surface of the cold in-place
recycled material in a smooth, compacted condition free of ruts, distortion, potholes, loose aggregate, and to the
grade and cross-section tolerances previously stated, until the first bituminous course required by the Contract is
completed. All loose aggregate that develops on the surface of the recycled pavement shall be removed by power
brooming. A rotary power broom capable of cleaning the road surface and removing loose particles shall be
provided within 24 hours notice.

                  The Contractor shall repair any of the previously mentioned deficiencies to the completed cold in-
place recycled bituminous mixture.

DBS-2331.3 (2331) COLD IN-PLACE RECYCLE (CIR) BITUMINOUS MIXTURE
FULL RECYCLING TRAIN MIX DESIGN
                   This work shall consist of milling the existing bituminous surface, to the depth and width shown
on the Plans. The reclaimed asphalt pavement (RAP) shall be crushed, screened, mixed with an asphalt emulsion,
water (if required), and other additives (if required). This cold in-place recycled bituminous mixture shall then be
placed and compacted in accordance with the applicable Mn/DOT Standard Specifications, the Plans, and the
following:


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                   MATERIALS

                  Asphalt Emulsion: The type of asphalt emulsion to be used shall be determined by the mixture
design. A representative from the asphalt emulsion supplier shall be at the job site at the beginning of the Project to
monitor the characteristics and performance of the asphalt emulsion. Throughout the job, the representative shall be
available to check on the Project and make adjustments to the asphalt emulsion formulation as required.

                  Crushed/sized Bituminous Material: The crushed/sized bituminous material shall meet the
following gradation requirements:

                           Sieve Size              Percent Passing
                      31.5 mm [1-1/4 inch]               100%

                   Note: A 100% passing a 25.0 mm [1 inch] sieve size may be used when a finer gradation is
required.

                  The compacted product shall be placed at a thickness of a minimum of two (2) times the nominal
size of crushed millings or 63.5 mm [2.5 inches], whichever is greater, and to a maximum of 127 mm [5 inches].

                  Mix Design: A preconstruction mix design shall be submitted by the Cold In-Place Recycling
Contractor tested in accordance with Appendix 1, using the materials that will be recycled, which was obtained
directly from the Project site. Based on cores taken before the Project, more than one mix design may be required.
The job mix formula shall meet the criteria of Table 1 and be approved by Mn/DOT. Refer to Appendix 1 - Mix
Design Procedures for CIR.

                                                         Table 1
 Property                                                                   Criteria              Purpose
 Compaction effort, Superpave Gyratory Compactor                            1.25° angle,          Density Indicator
                                                                            600 kPa stress,
                                                                            30 gyrations
 Density, ASTM D 2726 or equivalent                                         Report                Compaction Indicator
 Gradation for Design Millings, ASTM C117                                   Report
 Marshall stability*, ASTM D 1559 Part 5, 40°C                              1,250 lb min.         Stability Indicator

 Retained stability based on cured stability **                             70 % min.             Ability to withstand
                                                                                                  moisture damage
 Indirect Tensile Test, AASHTO TP9-96, Modified in Appendix 2         See Note in                 Cracking (Thermal)
                                                                      Appendix 2
 Raveling Test, Method Attached, Ambient, Appendix 3                  2% max.              Raveling Resistance
 * Cured stability tested on compacted specimens after 60°C (140°F) curing to constant weight.
 **Vacuum saturation of 55 to 75 percent, water bath 25°C 23 hours, last hour at 40°C water bath

                 Note: An emulsion content of 3% by weight of the milled bituminous material shall be used for
bidding purposes prior to the completed design. The actual emulsion content will be adjusted based on the quantity
necessary to meet the design requirements in Table 1.

                    Water: Shall be clear and free of deleterious materials, such as: acid, oil, alkali, organic material,
salt, sugar, or other harmful materials.

              Fog Seal Emulsion: If required, shall be CSS-1h, CSS-1 or approved equal conforming to
Mn/DOT 3151.2E.




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                   Other Additives – If necessary, additives may be used to meet the requirements in Table 1. In the
case that an additive is used, the type and allowable usage percentage must be described in the submitted design
recommendation.

                  Addition of crushed Reclaimed Asphalt Pavement (RAP) material - If available, RAP material
may be added if the RAP material meets the requirements in Table 2.

                   The crushed RAP shall be free from vegetation and all other deleterious materials, including silt
and clay balls. It shall meet the requirements for Deleterious Materials given in Table 2. The crushed RAP shall not
exceed the maximum size requirement in “Crushed/sized bituminous material”, and when blended with the design
millings shall produce a product which meets the specifications given in Table 1.

                                      Table 2. Additional Crushed RAP
 Tests                                                     Method                         Limit
 Deleterious Materials: Clay Lumps and Friable Particles   ASTM C 142 or                  0.2 recommended
 in Aggregate, % max                                       AASHTO T112
 Maximum size, 100% Passing, Sieve Size                    ASTM C 136 or                  31.5 mm [1-1/4 inch]
                                                           AASHTO T 27

                   Additional aggregate - Based on the results of the mix design or other requirements, the bidder
shall determine if additional aggregate is required. Any additional aggregate shall meet the requirements in Table 3,
and it shall be graded to produce a product that meets the specification given in Table 1.

                                         Table 3. Additional Aggregate
 Tests                                                  Method                   Limit
 Los Angeles abrasion value, % loss                     AASHTO T 96              40 max for Surface mix
                                                                                 50 max for Base mix
 Sand Equivalent,%                                       ASTM D-2419             60 minimum
 Maximum size, 100% Passing, Sieve Size                  ASTM C 136 or           31.5 mm [1-1/4 inch]
                                                         AASHTO T 27
 Water absorption %                                      AASHTO T 85             5 max.

                  CONSTRUCTION REQUIREMENTS

         A.       Equipment

                A Full Recycling Train is required. This is a multi-unit train with milling,
screening/crushing, and mixing units, used to process the material.

                  Milling: The Contractor shall furnish a self-propelled machine capable of milling the existing
bituminous surface to the depth shown on the Plans, in a single pass, and to a minimum width of not less than 3.8 m
[12.5 feet]. This machine shall have automatic depth and cross-slope controls and maintain a constant cutting depth.
 The automatic depth controls shall maintain the cutting depth to within plus or minus 6 mm [1/4 inch] of the depth
shown on the Plans.

                  Crushing/sizing: The material shall be crushed and sized prior to mixing with emulsion. The unit
shall have a “closed circuit” system capable of continuously returning oversized material to the crusher. All of the
reclaimed asphalt pavement (100%) shall be processed to the maximum size requirements as specified.

                  Mixing: The pug mill type mixing unit shall be equipped with a continuous weighing system of
the milled and sized material, coupled/interlocked to a computer controlled liquid metering device for the asphalt
emulsion and other additives. The machine shall be capable of automatically metering liquids with a variation of not
more than plus or minus 0.2 percent by weight of mix from the specified percentage. The asphalt emulsion pump
should be of sufficient capacity to allow emulsion contents up to 3.5% by weight of pulverized bituminous material.


Special Provisions – Division 2                                                                           Page 64 of 224
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 The unit shall be equipped with facilities so that the Contractor can verify and calibrate these items by a method
acceptable to Mn/DOT.

                  Pick-up machine: The pick-up machine shall be capable of removing the entire windrow of cold
in-place recycled bituminous material down to the remaining underlying material.

                  Paver: The paver shall meet the requirements of Mn/DOT 2331.3C2a.

                  Alternatively to the equipment listed in Mixing, Pick-up machine, and Paver, a self-propelled
paver with on-board pugmill and emulsion tank can be used. Millings must be added directly to the hopper. The
paver shall be equipped with a belt scale for the continuous weighing of the pulverized and sized bituminous
material and a coupled/interlocked computer controlled liquid metering device. The mixing unit shall be an on-
board completely self-contained pugmill. The liquid metering device shall be capable of automatically adjusting the
flow of asphalt emulsion to compensate for any variation in the weight of pulverized material coming into the mixer.
 The metering device shall deliver the amount of asphalt emulsion to within  0.2 percent of the required amount by
weight of pulverized bituminous material (for example, if the design requires 3.0 percent, the metering device shall
maintain between 2.8 percent to 3.2 percent). Also, automatic digital readings shall be displayed for both the flow
rate and total amount of pulverized bituminous material and asphalt emulsion in appropriate units of weight and
time.

                    Rollers: The rollers shall meet the requirements of Mn/DOT 2331.3H3a. A minimum of two
rollers shall be required. When cold in-place recycling depths of 75 mm [3 inches] or more, one of the two rollers
shall be a 28 to 33 metric ton [25 to 30 ton] pneumatic roller equipped with a watering device to prevent material
from adhering to the tires. The 28 to 33 metric ton [25 to 30 ton] pneumatic roller should be used for breakdown
rolling. The Steel-Wheeled rollers shall meet the requirements of Mn/DOT 2331.3H3a(1).

                  Distributor: The distributor shall meet the requirements of Mn/DOT 2321.3C1.

                Broom: A self-propelled power broom for removal of loose particles and other materials from the
CIR surface. The broom shall have positive control on the downward pressure applied to the surface.

         B.       Construction Operations

                 Vegetation: Grass and other vegetation shall be removed from the edge of the existing pavement
to prevent contamination of the pulverized bituminous material during the milling operation.

                   Milling: The existing pavement shall be milled to the required depth and width as indicated on the
Plans. Recycling shall be in a manner that does not disturb the underlying material in the existing roadway. The
milling operation shall be conducted so that the amount of fines occurring along the vertical faces of the cut will not
prevent bonding of the cold recycled materials. The pulverized bituminous material shall be processed by screening,
and crushing, to the required gradation. When a paving fabric is encountered during the CIR operation, the
Contractor shall make the necessary adjustments in equipment or operations so that at least ninety percent (90%) of
the shredded fabric in the recycled material is no more that 3200 mm2 [5 square inches]. Additionally, no fabric
piece shall have any dimension exceeding a length of 100 mm [4 inches]. These changes may include, but not be
limited to, adjusting the milling rate and adding or removing screens in order to obtain a specification recycled
material. The Contractor shall be required to waste material containing over-sized pieces of paving fabric. When
the Contractor is aware that paving fabric exists, such as indicated on the Plans, the Contractor will not receive
additional payment. However, if the Contractor is not made aware of the paving fabric, than the Contractor shall
receive additional payment for any necessary adjustments in equipment and operations.

                  Mixing: The recycled material shall be produced through a mixing unit capable of processing the
pulverized material and asphalt emulsion and water to a homogeneous mixture. The asphalt emulsion and water
shall be incorporated into the pulverized bituminous material at the initial rate determined by the mix design(s) and
approved by Mn/DOT. The total water content may include that amount added at the milling head, and may also
include addition at the mixing unit if available. Sampling and mix design may determine different levels of asphalt
emulsion at various portions of the Project.

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                   Paver: The material shall be spread using a self-propelled paver meeting the requirements in
Section A. Heating of the paver screed will not be permitted. A pick-up machine may be used to transfer the
windrowed material into the paver hopper if using a conventional paver. The pickup machine must be within 45 m
[150 feet] of the mixing unit. The recycled material shall be spread in one continuous pass, without segregation and
to the lines and grades established by the Contractor‟s Engineer.

                    Compaction: Compacting of the recycled mix shall be completed using rollers meeting the
requirements of Section A. Rolling patterns shall be established to achieve a maximum density determined by
nuclear density testing. Rolling shall be continued until no displacement is occurring or until the pneumatic roller(s)
is (are) walking out of the mixture. Double drum steel roller(s), either operating in a static or vibratory mode, shall
do final rolling to eliminate pneumatic tire marks and to achieve density. Vibratory mode should only be used if it is
shown to not damage the pavement. The selected rolling pattern shall be followed unless changes in the recycled
mix or placement conditions occur and a new rolling pattern is established at that time. Rolling or roller patterns
shall change when major displacement and/or cracking of the recycled material is occurring. Rolling shall start no
more than 30 minutes behind the paver. Finish rolling shall be completed no more than one hour after milling is
completed. When possible, rolling shall not be started or stopped on uncompacted material but with rolling patterns
established so that they begin or end on previously compacted material or the existing pavement.

                   The nuclear testing device shall be furnished and operated by the Contractor. The furnishing of
the nuclear testing device and operator shall be considered incidental to the furnishing and placing of the cold in-
place recycled bituminous mixture and shall not be compensated for separately.

                   After the completion of compaction of the recycled material, no traffic, including that of the
Contractor, shall be permitted on the completed recycled material for at least two (2) hours. After two hours rolling
traffic may be permitted on the recycled material. This time may be adjusted by Mn/DOT to allow establishment of
sufficient cure so traffic will not initiate raveling. After opening to traffic, the surface of the recycled pavement
shall be maintained in a condition suitable for the safe movement of traffic. All loose particles that may develop on
the pavement surface shall be removed by power brooming.

                  Any damage to the completed Cold In Place Recycled bituminous material shall be repaired by the
Contractor prior to the placement of the hot mix asphalt concrete surface course, or other applicable surface
treatment.

                  The completed cold recycled material surface shall not vary more than 6 mm [¼ inch] from the
lower edge of a 3 meter [10 foot] straight edge placed on the surface parallel and transversely to the centerline.

                   Before placing the hot mix asphalt concrete surface course, or other applicable surface treatment,
the Cold In Place Recycled bituminous material shall be allowed to cure until the moisture of the material is reduced
to 2.0 percent or less.

                  The Contractor shall reshape and compact the in-place aggregate shoulder prior to placing the first
overlay course, in accordance with Mn/DOT 2105.3G. Compaction shall be achieved by the Quality Compaction
Method in accordance with Mn/DOT 2211.3C2.

         C.       Quality Control/Quality Assurance

                  The Contractor or supplier shall be responsible for the quality control and quality assurance.

                  Quality Control

                 Pulverized Bituminous Material Sizing - Two (2) gradations shall be performed each day on the
moist millings (which must be air dried) using the following sieves: 31.5 mm [1.25 inch], 25.0 mm [1.0 inch], 19.0
mm [¾ inch], 12.5 mm [½ inch], 9.5 mm [3/8 inch], 4.75 mm [No. 4], 2.36 mm [No. 8], 1.18 mm [No. 16], and
600 µm [No. 30]. The resulting gradation shall be compared to the mix design gradations to determine any



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necessary changes to emulsion content (see Appendix 1). Sampling procedures shall generally be in accordance
with ASTM D979 or AASHTO T168.

                  In addition to the two gradations per day, a sample shall be obtained each 0.8 km [½ mile] before
emulsion addition and screened using a 31.5 mm [1.25 inch] sieve (or smaller sieve if required) to determine if the
material is meeting the maximum particle size requirement.

                 Asphalt Emulsion Content – Emulsion content shall be checked and recorded for each segment in
which the percentage is changed. Emulsion content changes shall be made based upon mix design
recommendations, which are based upon different mix designs for road segments of varying construction. Asphalt
emulsion content can be checked from the belt scale totalizer and asphalt pump totalizer.

                  Water Content – Water content at the milling head shall be checked and recorded for each segment
in which the percentage is changed. This information shall be gathered from the water metering device, which can
be checked from the belt scale totalizer to verify daily quantities used. Water content changes shall be made based
on mixture consistency, coating, and dispersion of the recycled materials.

                   Mixture Testing – On the first full day of recycling, samples will be gathered for testing mixture
results from the design given as described in Table 1. The samples should be taken following ASTM D3665 and
D979. If samples of the emulsion/recycled asphalt pavement mixture are taken, the specimens must be compacted
within 15 minutes of sampling and tested as required in Table 1. The samples must be screened through a 25.0 mm
[1 inch] screen if 100 mm [4 inch] specimens are to be compacted. If samples of the recycled asphalt pavement
prior to emulsion addition are taken, they must be put into a sealed plastic container to not allow any loss of
moisture. Samples must be mixed with the field emulsion within 24 hours and tested as required in Table 1. The
results shall be provided to Mn/DOT. If the results fail to meet the design criteria, daily sampling will continue until
the mix meets the design specifications.

                   Depth of Pulverization (Milling) - The nominal depth shall be checked on both outside vertical
faces of the cut each 0.2 km [1/8 mile]. The station and depth shall be recorded.

                   Recycled Material Compacted Density - A wet density shall be determined using a nuclear
moisture-density gauge generally following the procedures for ASTM D2950, backscatter measurement. A rolling
pattern will be established such that a maximum density is achieved with the rollers specified, based on relative
nuclear density readings. However, care should be taken not to over-roll the mat based on visual observations of
check cracking or shoving. A new rolling pattern shall be established if the material being recycled changes.

                   Cold Recycled Material Cross Slope / Smoothness - The cold recycled material cross slope shall
be checked regularly during spreading using a level. The smoothness shall not vary more than 6 mm [¼ inch] from
the lower edge of a 3 meter [10 foot] straight edge placed on the surface parallel and transversely to the centerline
after rolling is completed.

                  Quality Assurance

                 Pulverized Bituminous Material Sizing - One gradation shall be performed each day on the moist
millings (which must be air dried) using the following sieves: 31.5 mm [1.25 inch], 25.0 mm [1.0 inch], 19.0 mm
[¾ inch], 12.5 mm [½ inch], 9.5 mm [3/8 inch], 4.75 mm [No. 4], 2.36 mm [No. 8], 1.18 mm [No. 16], and 600 µm
[No. 30]. The resulting gradation shall be compared to the mix design gradations to determine any necessary
changes to emulsion content. Sampling procedures shall generally be in accordance with ASTM D979 or AASHTO
T168.

                  Asphalt Emulsion – The asphalt emulsion shall be received on the job site at a temperature no
greater than 49ºC [120ºF]. Sample the first shipment, then submit one sample per 189 271 liters [50,000 gallons]
(approximately 180 metric tons [200 tons]). Samples shall be obtained from the shipping trailers prior to unloading
into the Contractor‟s storage units. The testing shall meet the following requirements:




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   Test                                                                               Minimum Maximum
   Residue from distillation, %                               ASTM D2441                   64.0         66.0
   Oil distillate by distillation, %                          ASTM D2441                                 0.5
                                                                           1
   Sieve Test, %                                              ASTM D244                                  0.1
   Penetration (TBD2), 25°C, dmm                              ASTM D5                     -25%         +25%
        1
           Modified ASTM D244 procedure – distillation temperature of 177°C [350°F] with a 20 minute hold.
        The ASTM D244 vacuum distillation procedure may be substituted once the maximum oil distillate is
        satisfied.
        2
          TBD – to be determined by the CIR design prior to emulsion manufacture for Project. Penetration range
        will be determined on the design requirements for the Project and will be submitted to the Agency for
        approval prior to Project start.

         D.      Restrictions
                 Cold In-Place recycling operations shall be completed when the atmospheric temperature
measured in the shade and away from artificial heat is 10°C [500 F] and rising. Also, the weather shall not be foggy
or rainy. The weather forecast shall not call for freezing temperature within 48 hours after placement of any portion
of the Project.

                  The hot mix bituminous overlay shall be placed on the CIR bituminous mixture within 30 days.

         E.       Thickness and Surface Requirements

                   Upon completion of placement and compaction, the finished surface shall show no variations
greater than 6 mm [1/4 inch] from the edge of a 3 meter [10 foot] straightedge resting on any two points and laid
parallel to and/or at right angles to the centerline. All deviations from this tolerance shall be corrected at no
additional cost to the Department.

                   During the curing period, the surface of the cold in-place recycled bituminous mixture may be
sealed, if necessary, to prevent raveling. A minimum amount of emulsion should be employed since the intent is to
not seal the surface such that curing is precluded. Fog sealing shall be accomplished with CSS-1h or CSS-1
emulsion applied at an approximate rate of 0.23 to 0.45 liters per square meter [0.05 to 0.10 gallons per square
yard] of dilute asphalt emulsion (50/50 mix of emulsion and water by volume). The fog seal, if required, shall be
applied in accordance with Mn/DOT 2355.3.

                  The Contractor shall be responsible for maintaining the finished surface of the cold in-place
recycled material in a smooth, compacted condition free of ruts, distortion, potholes, loose aggregate, and to the
grade and cross-section tolerances previously stated, until the first bituminous course required by the Contract is
completed. All loose aggregate that develops on the surface of the recycled pavement shall be removed by power
brooming. A rotary power broom capable of cleaning the road surface and removing loose particles shall be
provided within 24 hours notice.

                  The Contractor shall repair any of the previously mentioned deficiencies to the completed cold in-
place recycled bituminous mixture.

                  APPENDIX 1

                  Mix Design Procedures for CIR (Cold In-place Recycling) Material

                   Sampling and Processing: Obtain cores from the areas to be recycled. If cores show significant
differences in various areas, such as different type or thickness of layers between cores, then separate mix designs
shall be performed for each of these pavement segments. It is recommended to take, at a minimum, one core for
each lane mile and where visual differences in the pavement are noticed. Cores shall be cut in the laboratory to the
depth specified for the CIR Project. Cores shall be crushed in the laboratory. Perform a mix design using the
medium gradation and a minimum of one of the fine or coarse gradations using the following recycled asphalt
pavement millings criteria.


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                                                       Fine        Medium              Coarse
                   31.5 mm [1.25 inch]                 100           100                 100
                   25.0 mm [1.0 inch]                  100           100               85-100
                   19.0 mm [¾ inch]                  95-100         85-96              75-92
                   4.75 mm [No. 4]                    55-75         40-55              30-45
                   600 µm [No. 30]                    15-35         4-14                 1-7
                   75 µm [No. 200]                     1-7          0.6-3               0.1-3

                  The mix design shall be performed on these crushed millings. Gradation of the millings after
crushing shall be determined by ASTM C117 and C136 (dried at no greater than 40°C [104°F]).

                  Samples shall be prepared with a sample splitter. An alternative method is to dry, screen and
recombine millings in the laboratory to target gradation. Suggested screens are 12.5 mm [1/2 inch], 9.5 mm
[3/8 inch], 4.75 mm [No. 4], 2.36 mm [No. 8], 600 µm [No. 30], and pan. Scalp oversize with a 25.0 mm [1 inch]
screen when using 100 mm [3.94 inch] diameter compaction molds.

                Mixing: Specimen size: the amount that will produce a 61.0 mm to 66.0 mm [2.4 to 2.6 inch] tall
specimen; use ASTM D2041 to determine the size for Rice specific gravity.

                    Number of specimens: Four (4) per emulsion content for a total of six (6) for long-term stability
and six (6) for moisture testing for three (3) emulsion contents. Two (2) specimens are required for Rice specific
gravity; test at the highest emulsion content in the design and back calculate for the lower emulsion contents.

                  Recommended emulsion contents: 1.5%, 2.0%, 2.5%, 3.0%, 3.5%, 4.0%. Choose three emulsion
contents that bracket the estimated recommended emulsion content.

                  Add moisture that is expected to be added at the milling head, typically 1.5 to 2.5 percent.

                  If any additives are in the mixture, introduce the additives in a similar manner that they will be
added during field production.

                 Mixing of test specimens shall be performed with a mechanical bucket mixer. Mix the CIR RAP
millings thoroughly with water first, then mix with emulsion. Mixing shall occur at ambient temperature. One
specimen shall be mixed at a time. Mixing time with emulsion should not exceed 60 seconds.

                 Compaction: Specimens shall be compacted immediately after mixing. Place paper disks on the
top and bottom of the specimen before compaction.

                  Specimens shall be compacted with a Superpave gyratory compactor (SGC) in a 100 mm mold at
1.25° angle, 600 kPa ram pressure, and 30 gyrations. The mold shall not be heated.

                 Curing after compaction: Extrude specimens from molds immediately after compaction.
Carefully remove paper disks.

                 Place specimens in 60°C [140°F] forced draft oven with ventilation on sides and top. Place each
specimen in a small container to account for material loss from the specimens.

                  Specimens for Rice specific gravity should be dried to constant weight (less than 0.05% weight
loss in 2 hours). Care should be taken not to over-dry the specimens.

                 Cure compacted specimens to constant weight but no more than 48 hours and no less than 16
hours. Constant weight is defined here as 0.05% change in weight in 2 hours. After curing, cool specimens at
ambient temperature a minimum of 12 hours and a maximum of 24 hours.



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                  Measurements: Determine bulk specific gravity (density) of each compacted (cured and cooled)
specimen according to ASTM D2726 or equivalent; however, the mass of the specimen in water (measurement C)
can be recorded after one minute submersion.

                  Determine specimen heights according to ASTM D3549 or equivalent. Alternatively, the height
can be obtained from the SGC readout.

                   Determine Rice (maximum theoretical) specific gravity, ASTM D2041, except as noted in Item 4
of this procedure, and do not break any agglomerates which will not easily reduce with a flexible spatula. It is
normally necessary to perform the supplemental dry-back procedure to adjust for uncoated particles.

                  Determine air voids at each emulsion content.

                   Determine corrected Marshall stability by ASTM D1559 at 40°C [104°F] after 2 hour temperature
conditioning in a forced draft oven. This testing shall be performed at the same time that the moisture conditioned
specimens are tested.

                    Moisture Susceptibility: Perform same conditioning and volumetric measurements on moisture-
conditioned specimens as on other specimens. Vacuum saturate to 55 to 75 percent, soak in a 25°C [77°F] water
bath for 23 hours, followed by a one hour soak at 40°C [104°F]. Determine corrected Marshall stability. The
average moisture conditioned specimen strength divided by the average dry specimen strength is referred to as
retained stability.

                  Thermal Cracking – see Appendix 2

                  Raveling – see Appendix 3

                  Emulsion Content Selection: The properties of the specimens at design emulsion content shall
meet the properties in Table 1.

                  Report: The report shall contain the following minimum information: Gradation of RAP; amount
and gradation of virgin aggregate or additional RAP, if any; recommended water content range as a percentage of
dry RAP; optimum emulsion content as a percentage of dry RAP and corresponding density, air void level, and
absorbed water; Marshall stability and retained stability at recommended moisture and emulsion contents, Raveling
%, and Thermal Cracking initiation temperature. Include the emulsion designation, company name, plant location,
and residue content.

                  APPENDIX 2

                  Procedures for performing AASHTO TP9-96 for CIR Design Specimens

                  NOTE: Procedure for critical cold temperature selection

                  Specification temperature shall be chosen using FHWA LTPPBind software (Version 2.1) using
the weather station closest to the Project. The required temperature for the specification is the coldest temperature at
the top of the CIR layer in the pavement structure. Use 98 percent reliability.

                  Perform the indirect tensile testing (IDT) according to AASHTO TP9-96 with the following
exceptions:

                  1.       Specimens using the medium gradation shall be 150 mm [6 inches] in diameter and at
                           least 115 mm [4.5 inches] in height and compacted to air voids +/- 1 percent of design air
                           voids at the design emulsion content. A trial specimen is suggested for this. Test
                           specimens shall be cured at 60ºC [140°F] no less than 48 hours and no more than 72
                           hours. Check specimen mass every 2 hours after 48-hour cure to check with compliance
                           of no more than 0.05% change in mass in 2 hours. After curing, two specimens shall be


Special Provisions – Division 2                                                                             Page 70 of 224
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                           cut from each compacted specimen to 50 mm [2 inches] in height. Perform bulk specific
                           gravity after cutting.

                  2.       Instead of three specimens, two specimens are the minimum required at each of three
                           temperatures.

                  3.       Select two temperatures at 10ºC [50°F] intervals that bracket the required specification.
                           For example, if the required specification temperature is –25ºC [-13°F], then select
                           testing temperatures of –20ºC [-4°F] and –30ºC [-22°F]. A temperature of –10ºC [14°F]
                           or –40ºC [-40°F] should then be selected to complete the third required temperature.

                  4.       The tensile strength test shall be carried out on each specimen directly after the tensile
                           creep test at the same temperature as the creep test.

                  5.       The environmental chamber must be capable of temperatures down to –40ºC [-40°F].

                  6.       The critical cracking temperature is defined as the intersection of the calculated pavement
                           thermal stress curve (derived from the creep data) and the tensile strength line (the line
                           connecting the results of the average tensile strength at the two temperatures).

                  APPENDIX 3

                  Procedures for Performing the Raveling Test on Recycled Asphalt Specimens

                    The apparatus used for the raveling test is a modified A-120 Hobart mixer and abrasion head
(including hose) used in the Wet Track Abrasion of Slurry Surfaces Test (ISSA TB-100). The rotation speed for the
raveling test is not modified from ISSA TB-100. The ring weight is removed from the abrasion head for the
raveling test below. The weight of the abrasion head and hose in contact with the specimen should be 600 +/- 15g
[21.2 +/- 0.5 ounces]. The prepared sample must be able to be secured under the abrasion head, and centered for
accurate result, allowing for free movement vertically of the abrasion head. The device used for securing and
centering the sample must allow a minimum of 10 mm [0.4 inch] of the sample to be available for abrasion. The
Hobart mixer will need to be modified to allow the sample to fit properly for abrasion. The modification may be
accomplished by adjusting the abrasion head height, or the height of the secured sample. A Raveling Test Adapter
can be purchased through Precision Machine and Welding, Salina, KS, (785) 823-8760. Please reference the Hobart
Model number A-120 when ordering. The C-100 and N-50 Models are not acceptable for this test procedure due to
differences in size and speed of rotation.

                  1.       Split out two recycled asphalt samples from the medium gradation, or field sample, to a
                           quantity of 2700 g [6 pounds] in mass [weight]. The 2700 g [6 pounds] is an
                           approximate weight to give 70 +/- 5 mm [2.8 +/- 0.2 inches] of height after compaction.

                  2.       The recycled asphalt sample should be placed in a container of adequate size for mixing.

                  3.       Field or design moisture contents should be added to each of the recycled asphalt samples
                           and mixed for 60 seconds.

                  4.       The design emulsion content shall be added to each of the recycled asphalt samples and
                           mixed for 60 seconds.

                  5.       The samples shall be placed immediately into a 150 mm [6 inch] gyratory compaction
                           mold and compacted to 20 gyrations. If the sample height is not 70 +/- 5 mm [2.8 +/- 0.2
                           inches], the recycled asphalt weight should be adjusted.

                  6.       After compaction, the samples shall be removed from the compaction mold and placed on
                           a flat pan to cure at ambient lab temperature (18-24ºC [65-75ºF]) for 4 hours +/- 5
                           minutes.


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                  7.       The specimens shall be weighed after the curing, just prior to testing.

                  8.       The specimens shall be placed on the raveling test apparatus. Care should be taken that
                           the specimen is centered and well supported. The area of the hose in contact with the
                           specimen should not have been previously used. It is allowable to rotate the hose to an
                           unworn section for testing. The abrasion head (with hose) shall be free to move vertically
                           downward a minimum of 5 mm [0.2 inches] if abrasion allows.

                  9.       The samples shall be abraded for 15 minutes and immediately weighed.

                  10.      The % Raveling loss shall be determined as follows: ((Wt. Prior to test – Wt. After
                           abrasion)/Wt. Prior to test) * 100.

                  11.      The average of the two specimens shall be reported as the % Raveling loss. There should
                           not be a difference of 0.5% Raveling Loss between the two test specimens for proper
                           precision. A difference of >0.5 percent will require the test to be repeated. If both of the
                           samples have a Raveling Loss of >10% the numbers shall be averaged and the precision
                           rule will be waived.

                  Note: If field mix samples are taken, Steps 2, 3, and 4 shall be omitted.

          For questions about the CIR process contact Jerry Geib at (651) 779-5937.

DBS-2331.4 (2331) BITUMINOUS PAVEMENT CRACK TREATMENT
                 This work consists of sealing random transverse and longitudinal cracks in the bituminous
pavement in accordance with the Plans and the applicable Mn/DOT Standard Specifications.

                 Rout and Seal: Transverse cracks less than or equal to 19 mm [0.75 inches] wide shall be routed,
cleaned and sealed.

                  Clean and Seal: Transverse cracks greater than 19 mm [0.75 inches] wide and longitudinal cracks
shall be cleaned and sealed (without routing) following the same procedures used for routed cracks.


                  MATERIALS

         (A)      Rout and Seal at Transverse Cracks

                  The Contractor shall provide certification that the sealant meets the requirements of Mn/DOT
3725 for transverse cracks sealed using Rout and Seal.

         (B)      Clean and Seal at Transverse and Longitudinal Cracks

                  The Contractor shall provide certification that the sealant meets the requirements of Mn/DOT
3723 or Mn/DOT 3719 for Clean and Seal cracks. The use of Mn/DOT 3719 sealant may be allowed on more
severely cracked longitudinal cracks with approval of Mn/DOT or as shown on the Plans.

         (C)      Sealant Requirements

                   Only those products that meet the requirements of Mn/DOT specifications and have performed
satisfactorily based on Chemical Laboratory and field analysis shall be used. A list of certified sources is on file at
the Chemical Laboratory, Mn/DOT Maplewood‟s Office of Materials and Road Research. To obtain the list, call
(651) 366-5548 or visit the website at: http://www.dot.state.mn.us/products/index.html


Special Provisions – Division 2                                                                             Page 72 of 224
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                  The crack sealant material shall be packaged and shipped in sealed containers. Each container
shall be clearly marked with the name of the manufacturer, the trade name of the sealant, mass [weight] , the
manufacturer's batch and lot number, the application/pouring temperature, and the safe heating temperature. The
Contractor shall furnish two (2) sample boxes for each lot of sealant used on the Project for field sampling. Each
sample box shall have a capacity to hold 2.3 kg [5 pounds] of sealant. The boxes shall be Teflon or silicone-lined.

                   A copy of the manufacturer's recommendations pertaining to the heating and re-heating and
application of the joint sealant material shall be submitted to Mn/DOT before the commencement of the work. The
Contractor shall follow these recommendations.

                   The temperature of the sealer in the field application equipment shall not exceed the safe heating
temperature recommended by the manufacturer. Temperatures above the safe heating temperature will result in
rejection of the sealant material and will require disposal of the sealant material.

                  The Contractor shall not place sealant if the temperature of the material is below the
manufacturer's recommended minimum application/ pouring temperature.

                  Mixing of different manufacturer‟s brands or different types of sealants is prohibited.

          (D)     Basis of Material Acceptance

                  Acceptance of the sealant material is based on the certification by the manufacturer that the sealant
meets the requirements listed above. Field sampling shall be used to verify that the delivered sealant meets the
requirements of the specification. Prior to the sealing operation to begin, the Contractor shall take a sample from
the application wand during the first 20 minutes of placing sealant from each melter on the Project. The Contractor
shall furnish Mn/DOT one (1) sample for each lot of sealant used on the Project. Mn/DOT reserves the right to
obtain a second sample of sealant from the Contractor for each lot of sealant.

                 The Contractor shall obtain samples of sealant from the application wand in the presence of
Mn/DOT. Each sample shall consist of two (2) Teflon or silicone lined boxes with the capacity to hold 2.3 kg [5
pounds] of sealant. The two (2) sampling boxes shall be labeled with SP number, date, time, location, manufacturer
and lot number of the sealant. Each box shall be numbered one of two, or two of two. Mn/DOT reserves the right to
conduct supplementary sampling and testing of the sealant material.

                 Mn/DOT may randomly pick the time and date of the second sampling per lot of sealant. The
Engineer reserves the right to conduct additional sampling and testing of the sealant material at no cost to the
Contractor.

                  The Contractor shall document the locations where the material from each lot number of sealant is
placed.

                   If a field sample fails to meet any of the six (6) physical properties contained in Mn/DOT
specifications, the work completed with the material from that lot the field sample represents, shall be subject to a
reduction in the Contract unit price for sealant material to 20 percent for each failing property.

                  CONSTRUCTION REQUIREMENTS

          (A)     Weather Limitations

                   Sealant materials shall only be placed during a period of rising temperature after the air and
surface temperature in the shade and away from artificial heat sources has reached 10˚ C [50˚ F] and indications are
for a continued rise in temperature. During a period of falling temperatures, which may fall below 10˚C [50˚ F],
placement of the sealant material shall be suspended until the above conditions are met.




Special Provisions – Division 2                                                                             Page 73 of 224
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                  Do not place sealant material if weather conditions are raining or wet. Should the sealant be
placed and rain should fall before the sealant has properly cured, the Contractor shall remove and replace the
wet/contaminated sealant.
                  Sealants shall not be placed when the weather or roadbed conditions are unfavorable.

                  Crack sealing work should be completed in the Northern „Spring Load Restriction‟ (SLR) zone
before September 16. The Northern SLR zone extends from the northern limits of MN 39 at the Wisconsin state line
in Duluth, west along MN 210 to Staples, then US 10 west to the North Dakota state line at Moorhead.

                  All other SLR zones should be completed before October 1 of the current construction season.

           (B)    Equipment Requirements

                   Melting Kettle: shall be double jacketed boiler type, equipped with both agitation and recirculation
systems capable of melting and applying the sealant through a pressure-fed hose and wand. The melter shall be
capable of starting at ambient temperature and bringing the sealant material to application temperature within one
hour, while continuously agitating and recirculating the sealant. The melter shall be equipped with automatic
thermostatic controls and temperature gages to monitor the sealant temperature in the applicator lines and
temperature of heat transfer oil in the kettle jacket.

                  The Contractor shall furnish Mn/DOT daily production data sheet(s) for each melting kettle on the
Project.

                   The Contractor shall furnish, for use by Mn/DOT, an infrared temperature-measuring gun accurate
to 1˚ C at 204˚ C [1˚F at 400˚F]. Mn/DOT may check the pouring temperature of the sealant at the point of
discharge into the reservoir. If the sealant falls below the recommended application/pouring temperature, all
production shall stop at that melting kettle until the recommended application/pouring temperature is obtained.
Should the sealant temperature at the point of discharge exceed the maximum safe heating temperature, the melting
kettle shall be emptied of all sealant, and the sealant shall be legally disposed of in an environmentally safe method.


                  Pavement Cutter: Self-propelled pavement cutter capable of providing a cut of uniform depth and
width shall be used. Cutter shall have carbide tipped cutters, radial mounted around a flywheel, held in place on
hardened steel pins. The cutter shall be adjustable by rearrangement of the holding spacers such that the cutter is
capable of achieving a maximum width of 50 mm [2 inches] and a minimum depth of cut of 9.5 mm [0.375 inches].
 The pavement cutter shall be capable of cutting the countersunk design configuration into the pavement,
expeditiously, with ease and in one single pass. An engine capable of achieving a minimum of 20 horsepower shall
power the pavement cutter.

                  Air Compressor: shall be capable of producing a continuous stream of clean, dry air through the
nozzle at 517 to 1034 kPa [75 to 150 pounds per square inch] and 3.5 m3/minute [125 cubic feet per minute
(CFM)] minimum. The compressed air unit shall be equipped with water and oil traps and must produce sufficient
air volume and pressure to remove all debris from the crack (routed or not) and all adjacent road surfaces in a safe
manner such that the debris will not re-enter the crack prior to the sealing operation. The traps used to remove
moisture and oil shall be checked by the Contractor at least once per day of production and replaced when
necessary.

           •      The use of backpack blowers (leaf blowers) is not allowed.

           •      The use of vacuum cleaning equipment will be allowed after demonstrating to Mn/DOT that the
                  vacuum equipment can successfully clean the cracks.

                  Heat Lance: shall operate with propane and compressed air in combination and be capable of
achieving a temperature of heated air at the exit orifice of 982˚ C [1,800˚ F] and a discharge velocity of 914 m/sec.
[3,000 feet per second].



Special Provisions – Division 2                                                                            Page 74 of 224
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         (C)      Submittals
                  Melting kettle production data sheets shall be submitted daily for each kettle on the Project with
the following information.

                  1.       SP number, control section and route number.
                  2.       Date, ambient air temperature ( C [F]) at the beginning of the shift, mid-day and end of
                           shift.
                  3.       Manufacturer‟s heating melting rate in kilograms [pounds] per hour to application/
                           pouring temperature.
                  4.       Stated conditions under which the rate of melting/ heating sealant to application/ pouring
                           temperature was determined.
                  5.       Kettle temperature once an hour during working production.
                  6.       Sealant material temperature at the wand once an hour during working production.
                  7.       Beginning and ending locations on Project for the day, including lane and direction.
                  8.       The amount of materials used for the day in kilograms [pounds], including lot numbers.
                  9.       Sample(s) taken with Project location recorded.
                  10.      Unique or atypical situations on the Project that may affect the placement or performance
                           of the sealed crack.
                  11.      The Contractor‟s authorized signature.

                  Material certification.
                  Material test samples.

         (D)      Transverse Crack Preparation

                  Random transverse cracks measuring less than or equal to 19 mm [0.75 inch] wide shall be „Rout
and Sealed‟ to a width and depth of 19 mm [0.75 inches]. Cracks greater than 19 mm [0.75 inches] wide shall
follow the „Clean and Seal‟ method (without routing) of crack repair.

                   The pavement cutter shall at all times exhibit the capability of expeditiously cutting the design
reservoir in one easy pass. The Contractor shall change cutters when it is evident that the reservoir configuration
specified is not being achieved in an easy and expeditious manner in conformance with design. The Contractor shall
demonstrate the cutters capability of following meandering cracks and maintaining centering of the reservoir over
the crack + 6 mm [+0.25 inches]. The resulting reservoir shall have vertical sidewalls and a uniform, horizontal
profile. Anytime that the Contractor cannot meet these requirements, the production of that cutter shall cease until
such time as the requirements can be met.

         (E)      Longitudinal Crack Preparation

                 Random longitudinal cracks shall follow the „Clean and Seal‟ method (without routing) following
the same procedures used for the transverse „Rout and Seal‟ cracks.

         (F)      Reservoir, Crack Cleaning and Conditioning Operation

                   Rout and Seal: Routed reservoirs shall be thoroughly cleaned with a minimum of one pass of the
air wand not more than 50 mm [2 inches] from each face of the reservoir / crack. Cleaning shall continue until the
reservoir / crack is dry and all dirt, dust or deleterious matter is removed. If the air compressor produces dirt or
other residue, the Contractor will be required to re-clean the reservoir / crack.

                   Clean and Seal: Clean and Seal cracks shall be thoroughly cleaned with a minimum of one pass of
the air wand not more than 50 mm [2 inches] from each face of the reservoir / crack. Cleaning shall continue until
the reservoir / crack is dry and all dirt, dust or deleterious matter is removed. If the air compressor produces dirt or
other residue, the Contractor will be required to re-clean the reservoir / crack.

                 Immediately prior to the placement of the crack sealant, the surface of both the sidewalls, as well
as the pavement 25 mm [1 inch] on either side of their sidewalls shall be conditioned with hot compressed air from a

Special Provisions – Division 2                                                                             Page 75 of 224
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heat lance. The heat lance shall be placed within 75 mm [3 inches] of each sidewall of the reservoir/ crack. This
treatment shall continue until the affected areas are conditioned. The heat lance shall not scorch the routed
reservoir, crack or adjacent pavement surface. Mn/DOT reserves the right to randomly spot check the reservoirs/
cracks to verify that they are clean and dry. If this requirement is not being met, the Contractor shall modify their
operation to meet these requirements.

                  The Contractor shall be required to provide protective screening if cleaning and conditioning
operations could cause damage to or interference with traffic in adjacent lanes.

         (G)      Crack Sealing Operation

                  The crack sealant shall be placed immediately after the completion of the cleaning and
conditioning with the heat lance.

                   Cracks shall be sealed when the sealant material is at the application/pouring temperature
recommended by the manufacturer. The Contractor shall fill the transverse reservoirs / cracks by the use of the
double fill method. (Note, the Contractor may need to use additional passing filling the reservoir / crack to meet the
level fill requirement). The final level of the filled reservoir shall be flush with the pavement surface, no more than
3 mm [0.125 inches] thick, spread uniformly over the entire length of the crack. The width of the overband,
including the routed reservoir, shall be 64 mm [2.5 inches] wide with a film thickness of the overband limited to 3
mm [0.125 inches] deep. The Contractor may be required to use a squeegee to force the sealant material into
narrow cracks if the sealant material is not flowing into the crack properly.

                  Longitudinal cracks using the Clean and Seal method shall be applied using an application wand
followed by a “V” shaped squeegee or by a round application head having a concave underside or other methods
that meets the requirements for size and shape. The maximum width of the application head shall be 75 mm [3
inches] for standard coverage. The maximum width of the application head shall be 150 mm [6 inches] for multi-
crack locations. The maximum film thickness of the overband is limited to 3 mm [0.125 inches] deep.

                   Care shall be taken in the sealing of the cracks so that the cracks are not overfilled and the final
appearance shall present a neat fine line. The applicator wand shall be returned to the machine and the joint sealant
material re-circulated immediately upon completion of each crack sealing.

                  Sealants shall not be removed from their packaging until immediately before it is placed in the
melter. The Contractor shall feed additional sealant into the melter at a rate equal to or less than the rate of
placement of the sealant in the reservoirs / cracks.

                  The Contractor may apply toilet paper or a light coating of sand, dust or an approved de-tacking
agent for use with the specified sealant to the surface of the newly placed sealant if traffic results in tracking of the
crack sealing material. The Contractor shall repair any damage by traffic to treated pavement areas. If the existing
pavement markings are obliterated as a result of the crack treatment work, temporary pavement markings shall be
placed before the roadway is opened to traffic.

                    At the end of the workday the Contractor shall clean and remove all debris generated in the area of
work operations. The Contractor‟s operations shall, at all times, be conducted in a manner not deleterious to the
public at large, or the personnel involved on the Project Site.

         (H)      Acceptance Sampling

                   The Contractor shall record the required information on the melting kettle production data sheets
as required during the actual working operations. This information is to be recorded by the Contractor. At the end
of each day‟s production, the completed sheets shall be presented to Mn/DOT.
                   During crack sealing operations, Mn/DOT may review the sealant temperatures at the melting
kettle intermittently during the working operations. If the temperatures are above the manufacturer‟s specified safe
heating temperature, the sealant will be rejected. The Contractor shall empty the kettle of the over-heated material
and legally dispose of it in an environmentally safe method.


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                   Transverse cracks, whether sealed by the „Rout and Seal‟ or „Clean and Seal‟, and longitudinal
cracks filled by „Clean and Seal‟, will be observed on a crack-by-crack basis for acceptable workmanship. Unsealed
cracks will be brought to the attention of the Contractor. The Contractor shall fill all unsealed cracks prior to re-
opening the roadway to traffic.

         (I)      Workmanship

                   Sealed cracks shall be rejected if there is evidence of poor workmanship or obvious defects, such
as, but not limited to the following:

                  •         Routed reservoir not filled completely, flush with pavement surface.
                  •         Lack of bond to the sidewalls of the joint reservoir or crack.
                  •         Excessive debris or moisture in the joint reservoir or crack.
                  •         Contamination of the sealant.
                  •         Excessive pools of sealant on the pavement or shoulder surface.
                  •         Excessively wide, thick sealant overband.

                Rejected sealed cracks shall be repaired, the sealant removed and disposed of in a legal and
appropriate manner and the cracks resealed as necessary.

         (J)      Warranty of Rout and Seal Crack Sealing

                   Contractor‟s Responsibilities: The Contractor shall provide a written warranty for the duration of
the Warranty Period specified in the Contract. The warranty shall cover 100% the cost of new materials, removal
and disposal of failed materials, equipment, mobilization, traffic control and labor necessary to repair the failed rout
and sealed cracks.

                  Definition of Failure: Failure shall be determined on a crack-by-crack basis for cracks sealed
using the rout and seal method as:

                  •         Loss of sealant (pull-out) on any portion of the rout and sealed crack or a rout and sealed
                            crack with ten (10%) percent or more of its length in which the sealant has lost its bond
                            with the pavement, or the sealant has torn within the routed crack which could allow
                            water to penetrate the crack.
                  •         Bituminous pavement that breaks, but is still bonded to the sealant, will not be considered
                            a failed rout and sealed crack.

                   Definition of Catastrophic Failure: If at any time during the warranty period, 30 percent of the
routed cracks treated as part of this Contract fail in any road section segment, the Contractor shall correct all such
failures as soon as the weather conditions permit. Repair work shall include all sealed cracks damaged by the
catastrophic failure, including longitudinal cracks that are pulled out by failed sealant.

                  The Contractor shall make the necessary repairs to all failed sealed cracks during the current
construction season.

                   Additional Bituminous Cracking: Should additional cracking occur in the bituminous surface
during the warranty period, Mn/DOT may request a proposal from the Contractor to seal these cracks. This work, if
applicable, will be paid for as an additional service in accordance with Mn/DOT specifications.


         (K)      Final Clean-Up

                    After the sealant has been placed and cured and before opening the road to traffic, any additional
debris left on the roadway surface shall be removed. Any method used to complete this work shall not damage the
newly placed sealant; the Contractor shall repair any damage to the sealant.


Special Provisions – Division 2                                                                              Page 77 of 224
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DBS-2331.5 (2331) BITUMINOUS PAVEMENT CRACK TREATMENT CLEAN AND
SEAL
                 This work consists of sealing random transverse and longitudinal cracks in the bituminous
pavement in accordance with the Plans and the applicable Mn/DOT Standard Specifications.

                  Clean and Seal: Transverse cracks and longitudinal cracks shall be cleaned and sealed (without
routing).

                  MATERIALS

            (A)   Clean and Seal at Transverse and Longitudinal Cracks

                 The Contractor shall provide certification that the sealant meets the requirements of Mn/DOT
3723 for Clean and Seal cracks. A list of certified sources is on file at the Chemical Laboratory, Mn/DOT
Maplewood‟s Office of Materials and Road Research. To obtain the list, call (651) 366-5548 or visit the website at:
http://www.dot.state.mn.us/products/index.html

                  CONSTRUCTION REQUIREMENTS

            (A)   Basis of Material Acceptance

                  The crack sealant material shall be packaged and shipped in sealed containers. Each container
shall be clearly marked with the name of the manufacturer, the trade name of the sealant, mass [weight], the
manufacturer's batch and lot number, the application/pouring temperature, and the safe heating temperature. The
Contractor shall furnish two (2) sample boxes for each lot of sealant used on the Project for field sampling. Each
sample box shall have a capacity to hold 2.3 kg [5 pounds] of sealant. The boxes shall be Teflon or silicone-lined.
Failure to supple sample boxes shall subject the Contractor to a $100.00 deduction from Contract price for
each occurrence.

                   A copy of the manufacturer's recommendations pertaining to the heating and re-heating and
application of the joint sealant material shall be submitted to Mn/DOT before the commencement of the work. The
Contractor shall follow these recommendations.

                   The temperature of the sealer in the field application equipment shall not exceed the safe heating
temperature recommended by the manufacturer. Temperatures above the safe heating temperature will result in
rejection of the sealant material and will require disposal of the sealant material.

                  The Contractor shall not place sealant if the temperature of the material is below the
manufacturer's recommended minimum application/ pouring temperature.

                  Mixing of different manufacturer‟s brands or different types of sealants is prohibited.

                  Acceptance of the sealant material is based on the certification by the manufacturer that the sealant
meets the requirements listed above. Field sampling shall be used to verify that the delivered sealant meets the
requirements of the specification. Prior to the sealing operation to begin, the Contractor shall take a sample from
the application wand during the first 20 minutes of placing sealant from each melter on the Project. The Contractor
shall furnish Mn/DOT one (1) sample for each lot of sealant used on the Project. Mn/DOT reserves the right to
obtain a second sample of sealant from the Contractor for each lot of sealant.

                 The Contractor shall obtain samples of sealant from the application wand in the presence of
Mn/DOT. Each sample shall consist of two (2) Teflon or silicone lined boxes with the capacity to hold 2.3 kg [5
pounds] of sealant. The two (2) sampling boxes shall be labeled with SP number, date, temperature, time, location,



Special Provisions – Division 2                                                                             Page 78 of 224
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manufacturer, and lot number of the sealant. Each box shall be numbered one of two, or two of two. Mn/DOT
reserves the right to conduct supplementary sampling and testing of the sealant material.

                   Mn/DOT will randomly pick the time and date of the second sampling per lot of sealant. Mn/DOT
reserves the right to conduct additional sampling and testing of the sealant material.

                  The Contractor shall document the locations where the material from each lot number of sealant is
placed.

                   If a field sample fails to meet any of the six (6) physical properties contained in Mn/DOT
specifications, the work completed with the material from that lot the field sample represents, will be subject to a
reduction in the Contract unit price for sealant material to 20 percent for each failing property.

          (B)     Weather Limitations

                   Sealant materials shall only be placed during a period of rising temperature after the air and
surface temperature in the shade and away from artificial heat sources has reached 10˚ C [50˚ F] and indications are
for a continued rise in temperature. During a period of falling temperatures, which may fall below 10˚C [50˚ F],
placement of the sealant material shall be suspended until the above conditions are met.

                  Do not place sealant material if weather conditions are raining or wet. Should the sealant be
placed and rain should fall before the sealant has properly cured, the Contractor shall remove and replace the
wet/contaminated sealant.

                  Sealants shall not be placed when the weather or roadbed conditions are unfavorable.

                  Crack sealing work should be completed in the Northern „Spring Load Restriction‟ (SLR) zone
before September 16. The Northern SLR zone extends from the northern limits of MN 39 at the Wisconsin state line
in Duluth, west along MN 210 to Staples, then US 10 west to the North Dakota state line at Moorhead.

                  All other SLR zones should be completed before October 1 of the current construction season.

          (C)     Equipment Requirements

                   Melting Kettle: shall be double jacketed boiler type, equipped with both agitation and recirculation
systems capable of melting and applying the sealant through a pressure-fed hose and wand. The melter shall be
capable of starting at ambient temperature and bringing the sealant material to application temperature within one
hour, while continuously agitating and recirculating the sealant. The melter shall be equipped with automatic
thermostatic controls and temperature gages to monitor the sealant temperature in the applicator lines and
temperature of heat transfer oil in the kettle jacket.

                   The Contractor shall furnish, for use by Mn/DOT, an infrared temperature-measuring gun accurate
to 1˚ C at 204˚ C [1˚F at 400˚F]. Failure of the Contractor to furnish infrared temperature-measure gun will
result in a $500.00 deduction from the Contract total. Mn/DOT may check the pouring temperature of the
sealant at the point of discharge into the reservoir. If the sealant falls below the recommended application/pouring
temperature, all production shall stop at that melting kettle until the recommended application/pouring temperature
is obtained. Should the sealant temperature at the point of discharge exceed the maximum safe heating temperature,
the melting kettle shall be emptied of all sealant, and the sealant shall be legally disposed of in an environmentally
safe method. No payment will be made for this sealant material or the disposal thereof.

                  Air Compressor: shall be capable of producing a continuous stream of clean, dry air through the
nozzle at 517 to 1034 kPa [75 to 150 pounds per square inch] and 3.5 m3/minute [125 cubic feet per minute
(CFM)] minimum. The compressed air unit shall be equipped with water and oil traps and must produce sufficient
air volume and pressure to remove all debris from the crack (routed or not) and all adjacent road surfaces in a safe
manner such that the debris will not re-enter the crack prior to the sealing operation. The traps used to remove



Special Provisions – Division 2                                                                            Page 79 of 224
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moisture and oil shall be checked by the Contractor at least once per day of production and replaced when
necessary.

                  •        The use of backpack blowers (leaf blowers) is not allowed.

                  •        The use of vacuum cleaning equipment will be allowed after demonstrating to Mn/DOT
                           that the vacuum equipment can successfully clean the cracks.

         (D)      Submittals

                  Melting kettle production data sheets shall be submitted daily for each kettle on the Project with
the following information.

                  1.       SP number, control section and route number.
                  2.       Date, ambient air temperature ( C [F]) at the beginning of the shift, mid-day and end of
                           shift.
                  3.       Kettle temperature once an hour during working production.
                  4.       Sealant material temperature at the wand once an hour during working production.
                  5.       Beginning and ending locations on Project for the day, including lane and direction.
                  6.       The amount of materials used for the day in kilograms [pounds], including lot numbers.
                  7.       Sample(s) taken with Project location recorded.
                  8.       Unique or atypical situations on the Project that may affect the placement or performance
                           of the sealed crack.
                  9.       The Contractor‟s authorized signature.

                  Material certification.
                  Material test samples.

         (E)      Crack Cleaning and Conditioning Operation

                   Clean and Seal cracks shall be thoroughly cleaned with a minimum of one pass of the air wand not
more than 50 mm [2 inches] from each face of the crack. Cleaning shall continue until the crack is dry and all dirt,
dust or deleterious matter is removed. If the air compressor produces dirt or other residue, the Contractor will be
required to re-clean the reservoir / crack.

                Mn/DOT reserves the right to randomly spot-check the cracks to verify that they are clean and dry.
Anytime this requirement is not being met, the Contractor shall modify their operation to meet these requirements.

                  The Contractor shall be required to provide protective screening if cleaning and conditioning
operations could cause damage to or interference with traffic in adjacent lanes.

         (F)      Crack Sealing Operation

                  The crack sealant shall be placed immediately after the completion of the cleaning.

                  All cracks using the Clean and Seal method shall be applied using an application wand followed
by a “V” shaped squeegee or by a round application head having a concave underside or other methods that meets
the requirements for size and shape. The maximum width of the application head shall be 50.8 mm [2 inches] for
standard coverage. The maximum width of the application head shall be 101.6 mm [4 inches] for multi-crack
locations. The maximum film thickness of the overband is limited to 3 mm [0.125 inches] deep.

                   Care shall be taken in the sealing of the cracks so that the cracks are not overfilled and the final
appearance shall present a neat fine line. The applicator wand shall be returned to the machine and the joint sealant
material re-circulated immediately upon completion of each crack sealing.




Special Provisions – Division 2                                                                             Page 80 of 224
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                  Sealants shall not be removed from their packaging until immediately before it is placed in the
melter. The Contractor shall feed additional sealant into the melter at a rate equal to or less than the rate of
placement of the sealant in the reservoirs / cracks.

                  The Contractor may apply toilet paper or a light coating of sand, dust or an approved de-tacking
agent for use with the specified sealant to the surface of the newly placed sealant if traffic results in tracking of the
crack sealing material. The Contractor shall repair any damage by traffic to treated pavement areas. If the existing
pavement markings are obliterated as a result of the crack treatment work, temporary pavement markings shall be
placed before the roadway is opened to traffic.

                    At the end of the workday the Contractor shall clean and remove all debris generated in the area of
work operations. The Contractor‟s operations shall, at all times, be conducted in a manner not deleterious to the
public at large, or the personnel involved on the Project Site.

         (G)      Acceptance Sampling

                   During crack sealing operations, Mn/DOT may review the sealant temperatures at the melting
kettle intermittently during the working operations. If the temperatures are above the manufacturer‟s specified safe
heating temperature, the sealant will be rejected. The Contractor shall empty the kettle of the over-heated material
and legally dispose of it in an environmentally safe method.

                    The cracks, sealed by the „Clean and Seal‟, will be observed on a crack-by-crack basis for
acceptable workmanship. Unsealed cracks will be brought to the attention of the Contractor. The Contractor shall
fill all unsealed cracks prior to re-opening the roadway to traffic.

         (H)      Workmanship

                   Sealed cracks will be rejected if there is evidence of poor workmanship or obvious defects, such
as, but not limited to the following:

                  •         Lack of bond to the sidewalls of the crack.
                  •         Excessive debris or moisture in the crack.
                  •         Contamination of the sealant.
                  •         Excessive pools of sealant on the pavement or shoulder surface.
                  •         Excessively wide, thick sealant overband.

                  Rejected sealed cracks shall be repaired, the sealant removed and disposed of in a legal manner
and the cracks resealed as necessary.

         (I)      Final Clean Up

After the sealant has been placed and cured and before opening the road to traffic, any additional debris left on the
roadway surface shall be removed. Any method used to complete this work shall not damage the newly placed
sealant; the Contractor shall repair any damage to the sealant.

DBS-2331.6 (2331) PAVEMENT JOINT ADHESIVE
Use on a longitudinal construction joint between adjacent hot mix asphalt pavements, and/or between a concrete
pavement and an adjacent asphalt shoulder.

DBS-2331.6.1 DESCRIPTION
       This work consists of applying hot modified asphalt (HMA) to the face of the longitudinal construction
joint.

DBS-2331.6.2 MATERIAL
       Provide joint adhesive meeting requirements as specified in Table 1.


Special Provisions – Division 2                                                                               Page 81 of 224
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                   TABLE 1 - JOINT ADHESIVE SPECIFICATIONS
                                    TEST                                                 SPECIFICATION
Brookfield Viscosity, 204 °C [400 °F]        ASTM D 3236                               4,000-10,000 cp
Cone Penetration, 25 °C [77 °F]              ASTM D 5329                               60-100 dmm
Resilience, 25 °C [77 °F]                    ASTM D 5329                               30% minimum
Ductility, 25 °C [77 °F]                     ASTM D 113                                30 cm minimum
Ductility, 4 °C [39.2 °F]                    ASTM D 113                                30 cm minimum
Tensile Adhesion, 25 °C [77 °F]              ASTM D 5329                               500% minimum
Softening Point                               ASTM D 36                                77 °C [170 °F] min.
Asphalt Compatibility                         ASTM D 5329                              Pass


DBS-2331.6.3      CONSTRUCTION REQUIREMENTS

         A.       Equipment Requirements
         Use a jacketed double boiler type melting unit, with both agitation and recirculation systems. Provide a
         pressure feed wand application system.

         If necessary, use a hot air lance with propane and compressed air in combination, capable of heating air at
         the exit orifice to 982 °C [1800 °F] and a discharge velocity of 914 m/sec [3000 feet per second].

         B.       Material Handling
         Submit a copy of the manufacturer's recommendations to Mn/DOT for heating, re-heating, and applying the
         joint adhesive material.

         Do not remove the joint adhesive from the package until immediately before it is placed in the melter.
         Joint adhesive boxes shall be clearly marked with the name of the manufacturer, the trade name of the
         adhesive, the manufacturer's batch and lot number, the application/pour temperature, and the safe heating
         temperature. Feed additional material into the melter at a rate equal to the rate of material used.

         Verify the pouring temperature of the joint adhesive at least once per hour at the point of discharge. Stop
         production if the adhesive falls below the recommended application/pour temperature. When the
         temperature of the adhesive exceeds the maximum safe heating temperature, stop production, empty the
         melter, and dispose of that adhesive in an environmentally safe method.

         Do not blend or mix different manufacturer‟s brands or different types of adhesives.

         C.        Joint Adhesive Application
         The face of the longitudinal joint shall be clean and dry before the joint adhesive is applied. If necessary,
         use a heat lance to dry the face. Apply the joint adhesive material to the entire face of the final lift of HMA
         pavement where an adjacent HMA pavement will be constructed. The joint adhesive shall also be applied
         to the entire face of concrete pavement, concrete barrier, and concrete curb and gutter where an adjacent
         HMA shoulder pavement will be constructed, in a thickness equal to that of the final lift of the HMA
         shoulder. Recommended band thickness is approximately 3 mm [1/8”]. The use of an application shoe
         attached to the end of application wand is required. Do not overlap the joint by greater than 12.5 mm
         [1/2”] at the top of the joint or 50 mm [2”] at the bottom of the joint. Apply the joint adhesive immediately
         in front of the paving operation. If the adhesive is tracked by construction vehicles, repair the damaged
         area and restrict traffic from driving on the adhesive.

DBS-2331.6.4 QUALITY CONTROL
       Acceptance of the joint adhesive material is based on the certification by the manufacturer that the sealant
       meets the requirements listed in Table 1. Field sampling shall be used to verify that the delivered joint
       adhesive meets the requirements of the specification. The Contractor shall take a sample from the
       application wand during the first 20 minutes of placing sealant from each melter on the Project.


Special Provisions – Division 2                                                                             Page 82 of 224
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         Each sample shall consist of two (2) aluminum or steel sample containers with the capacity to hold 2.3 kg
         [5 pounds] of sealant each. The two (2) sampling containers shall be labeled with SP number, date, time,
         location, manufacturer and lot number of the sealant. Each container shall be numbered one of two, or two
         of two. Mn/DOT reserves the right to conduct supplementary sampling and testing of the sealant material.

         The Contractor shall document the locations where the material from each lot number of sealant is placed.


DBS-2350.1 (2350) PERMEABLE ASPHALT STABILIZED BASE (PASB)
                  This work shall consist of constructing a permeable base of hot, plant-mixed bituminous-coated
aggregate on a prepared aggregate base (filter layer), under either a PCC or AC pavement. The purpose of the
PASB, and the associated Permeable Aggregate Base Drain, is to quickly dissipate surface infiltrated water
accumulating under the pavement. The PASB shall be produced and placed in accordance with the requirements of
DBS- 2360.1 Plant Mixed Asphalt Pavement (Gyratory Design) Specification, the Plan details and the following
Special Provisions.

DBS-2350.1.1      MATERIALS

         (A)      Aggregate

                  The aggregate shall comply with the following requirements:

                  (1)      General
                           The use of recycled materials will not be permitted in the production of PASB mixtures.
                           Recycled materials shall include, but are not limited to: glass, recycled asphaltic
                           pavement, crushed concrete, and roofing shingles.

                  (2)      Gradation

                           The following gradation limits shall be considered the JMF limits.

                                        Sieve Size               Percent Passing
                                  37.5 mm [1 1/2 inch]                100
                                    25.0 mm [1 inch]                95 - 100
                                   19.0 mm [3/4 inch]                85 - 95
                                    9.5 mm [3/8 inch]                30- 60
                                     4.75 mm [No. 4]                 10 – 30
                                    2.00 mm [No. 10]                 0 – 10
                                     425 µm [No. 40]                  0–5
                                     75 µm [No. 200]                  0–3

                  (3)      Coarse Aggregate Crushing

                           A minimum of 65 percent, by weight, of the material retained on the 4.75 mm [No. 4]
                           sieve shall be crushed and exhibit at least two mechanically fractured faces.

                           The Fine Aggregate Angularity (FAA) requirement of Mn/DOT 2360 is waived.

                  (4)      Quality

                           The aggregate shall consist of sound, durable particles of gravel, quarry rock or
                           combinations thereof. The aggregate shall be free of matter such as metal, glass, plastic,



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                            brick, rubber, and any other objectionable material. Crushed concrete or bituminous
                            mixtures shall not be used for PASB.

                            The Los Angeles Rattler loss on the coarse aggregate fraction (material retained on the
                            4.75 mm [No. 4] sieve) shall not exceed 40% for any individual source used within the
                            mix. The Loss Angeles Rattler test procedure shall be that described by AASHTO T96,
                            Mn/DOT modified.

                            Spall is defined as shale, iron oxide, unsound cherts, pyrite, highly weathered and/or soft
                            phyllite and argilite (may be scratched with a brass pencil), and other materials having
                            similar characteristics. The total of all spall materials, by weight of the total composite
                            sample, shall not exceed 3 percent, based on a lithological count.

                            If crushed carbonate quarry rock (limestone or dolostone) is used in total or as add-rock,
                            or if carbonate particles in the gravel or add-rock retained on the 4.75 mm [No. 4] sieve
                            exceeds 55 percent, by weight, the insoluble residue content of the carbonate material(s)
                            shall not exceed 10 percent. (The percent insoluble is based on the amount of minus
                            75 µm [# 200] sized insoluble residue. Test procedure is on file in the chemistry
                            laboratory, Office of Materials and Road Research).

         (B)      Asphalt

                  The asphalt cement shall be Performance Grade (PG) 64-22 meeting AASHTO M 320.

DBS-2350.1.2      MIXTURE DESIGN
                  Mn/DOT 2360.3 is replaced with the following:

                  PASB Mixture Design and Approval

                  At least 15 days prior to the beginning of the mixture production, the Contractor shall submit
representative samples of the aggregate and the asphalt cement, along with the production gradations, and
percentage of each aggregate component to be used in the mixture, to the Mn/DOT Bituminous Engineer for
determination of the asphalt content for the mixture. The sample shall be 35 kg [80 pounds] of aggregate retained in
the 4.75 mm [No. 4] sieve and 15 kg [35 pounds] of aggregate passing the 4.75 mm [No. 4] sieve, for each source to
be used. The proportions of the individual sources to be used shall be provided.

                  The percentage of asphalt to be incorporated into the mixture shall generally be between 2 and 4
percent based on the total weight of the mixture. The actual asphalt percentage will be based on the aggregate
sample(s) submitted to the laboratory for testing. An acceptable asphalt content shall provide 100 percent coating of
the aggregate particles with no excess run-off or puddling.

                 The Contractor shall prepare a Mixture Design Report that will include requirements for gradation
and asphalt cement content. The Air Void, Marshall Stability, Voids in the Mineral Aggregate, Fines to Effective
Asphalt, Fine Aggregate Angularity, and Tensile Strength Ratio requirements of Mn/DOT 2360 are waived.

                  The aggregate used will have a large effect on the required AC content. The Contractor may wish
to perform the procedure used by the Agency to determine an estimate of the AC content that will be required.

DBS-2350.1.3      CONSTRUCTION REQUIREMENTS

         (A)      Handling and Placement

                  Aggregate stockpiles shall be constructed in a manner that minimizes segregation.

                Mixture production temperature, as measured at the plant site, shall not exceed 157 °C [315 °F].
However, mix temperatures at the time of production shall, in the opinion of Mn/DOT, be high enough to ensure


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100 percent coating of the aggregate particles. Equipment used to deliver or place the PASB shall neither rut the
inplace aggregate base (filter layer) or subgrade nor tear or displace the geotextile in the case of a widening design.
Any ruts formed shall be repaired and leveled prior to placing the PASB so that water draining through the PASB
will not pond and create soft spots in the base/subgrade.

                  Equipment used for mixing, hauling, and placing the PASB shall be capable of uniformly
depositing and spreading the material, without segregation, to the required thickness and cross-section. The paving
equipment shall be equipped with an oscillatory or vibrating type screed capable of screeding the full width of the
material being placed.

                  The requirement for an asphalt tack coat, per Mn/DOT 2360.5D, is waived.

         (B)      Maintenance

                   Following the placement and compaction of the material, the PASB shall be maintained by the
Contractor throughout its entire length until such time as the PCC or HMA structure is constructed. The PASB shall
properly drain at all times. During this maintenance period, any deficiencies in thickness, composition, smoothness
or density shall be corrected.

                  (1)      Contamination

                           The use of petroleum distillates such as kerosene and fuel oil in truck beds, paver,
                           hoppers, or rolling equipment is hereby prohibited and will be rigidly enforced. Prior to
                           placing the Permeable Aggregate Base Drain, the "outlet" edge of the permeable base
                           shall be kept open (daylighted) so that water is free to exit and not be ponded within the
                           PASB.

                           The PASB and associated drain trenches shall be kept free of fine soils or other
                           contaminates during construction. Contaminated material shall be removed and replaced
                           by the Contractor.

                  (2)      Layer Damage

                           After placement and compaction, the PASB shall be dense and stable enough so that it
                           will not displace or rut during the placement of the overlying pavement. A cure period
                           shall be provided, which in the opinion of Mn/DOT will be adequate to allow the PASB
                           to "firm-up," before the overlying PCC or AC pavement is constructed. No traffic will be
                           permitted on the PASB except for the paver, rollers, and bituminous haul trucks
                           necessary to construct the first lift of the bituminous pavement structure. The haul trucks
                           will be allowed to drive on to the PASB only immediately in front of the paving unit, and
                           must leave the PASB as soon as the bituminous mixture is unloaded. Damage to the
                           PASB layer shall be repaired promptly by the Contractor.

         (C)      PCC Pavement Construction

                  (1)      PASB Coating

                           Prior to constructing the overlying PCC pavement or placing the Permeable Aggregate
                           Base Drains, the PASB shall be coated with a whitewash of hydrated lime and water. The
                           full width of the PASB shall be coated. (Whitewash will not be required under
                           bituminous pavements unless batch trucks rut the PASB as they back onto the grade or
                           ruts are formed by the paver tracks.) The proportions used in the whitewash mixture and
                           the rate of application shall be such that a uniform color, not darker than uncoated
                           concrete after curing, will be produced on the surface of the PASB.

                  (2)      Dowel Baskets


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                           Dowel basket assemblies for PCC pavement shall be securely anchored into the PASB or
                           underlying material.

           (D)    Permeable Aggregate Base Drain Installation

                  PCC Pavement - The drain shall be installed after the pavement is constructed.

                 HMA Pavement - The drain shall be installed after the non-wear course(s) are constructed, but
before the wearing course is placed.

              The drains shall be installed before any shoulder aggregate/base aggregate is placed. (See Section
DBS-2502.1 (SUBSURFACE DRAINS, PERMEABLE AGGREGATE BASE TYPE) of these Special Provisions)

                 At no time shall trucks or other equipment be permitted to operate longitudinally directly over the
edge drain system.

DBS-2350.1.4      MIXTURE QUALITY MANAGEMENT
                  The requirements for "Mixture Quality Management" under Mn/DOT 2360.4 shall be modified as
follows:

                  Quality control (QC)

                  Sampling, testing, and documentation shall be limited to aggregate qualities, course aggregate
crushing (angularity), belt sample gradations, and asphalt spot checks. Aggregate belt samples shall be 15 kg [35
pounds]. Testing rates and documentation are as follows.

                           (1)      Percent passing on sieves specified under Section DBS-2350.1.1 (1 test per
                                    1000 metric tons [1000 tons])

                           (2)      Coarse Aggregate Crushing (1 test per 1000 metric tons [1000 tons])

                           (3)      Asphalt spot checks (test as needed to control production/ minimum of one per
                                    day)

                           (4)      Metric tons [tons] where sampled

                           (5)      Cumulative Metric tons [tons]

                   The mixture production targets and JMF limits are listed on the Mixture Design Report. JMF
limits are used as the criteria for acceptance of materials based on individual (single) test results. Gradation JMF
limits are not allowed outside the broadband requirements in DBS-2350.1.1. During production, aggregate quality
testing will be at Mn/DOT‟s discretion.

                  Failing Materials – Gradation, Coarse Aggregate Crushing, and Percent Asphalt Binder

                 The determination of price adjustments for failing materials will be based on the criteria outlined
below. Material acceptance is based on individual (single) test results.

                    If the individual gradation test result exceeds the JMF limits listed on the Mixture Design Report
and the allowable sieve JMF tolerance the material is considered unsatisfactory or unacceptable. Reduced payment
as outlined in the table below shall apply to all tonnage represented by the individual test from the sample point of
the failing test until the sample point when the test result is back within the gradation JMF limit. Sieve JMF
tolerances are as follows: ±3 for 425 µm [No. 40] sieve and higher, ±1 for 75 µm [No. 200] sieve.




Special Provisions – Division 2                                                                           Page 86 of 224
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                  If the individual test results for percent asphalt binder content exceeds the JMF limit and allowable
JMF tolerance listed on the Mix Design Report the material is considered unsatisfactory or unacceptable. Reduced
payment as outlined in the table below shall apply to all tonnage placed from the sample point of the failing test until
the sample point when the test result is back within the JMF limits. Asphalt binder JMF tolerance is ±0.2%.

                    If the individual test result for coarse aggregate crushing fails to meet the specification minimum
with allowable tolerance the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in
table below shall apply to all tonnage placed from the sample point of the failing test until the sample point when the
test result is back within specification requirements. Coarse aggregate crushing JMF tolerance is 15 percent of the
specification requirement.

                             Reduced Payment Schedule for Individual Test Results

Item                        JMF Tolerance                                                           Pay Factor (1)
Gradation                   ±3 for 425 µm [# 40] sieve and higher, ±1 for 75 µm [# 200] sieve            95 %
Coarse Aggregate Crushing 15% of minimum requirement                                                     90 %
Asphalt Binder Content      See Table 2360.4-M                                                          85 %(2)
        (1)     Lowest Pay Factor applies when there are multiple reductions on a single test.
        (2)     No price reduction for asphalt content in excess of allowable tolerance provided there are no
                visual observations of asphalt drain down.

                  The Contractor shall not operate below the specified minimum requirements for gradation, coarse
aggregate crushing, or asphalt binder content on a continual basis. A continual basis shall be defined as all lots in a
day‟s production failing to meet minimum requirements for gradation, crushing, or binder content or more than 50%
of lots on two or more consecutive days which fail to meet specification requirements for gradation, crushing, or
binder content.

DBS-2350.1.5       PAVEMENT DENSITY
                   The density of all bituminous courses, shall be subject to the requirements of Mn/DOT 2360.6C
Ordinary Compaction Method. Contractor is advised that it may be necessary to permit the PASB to cool
sufficiently before compaction rolling to prevent rutting and shoving. Cooling to 65.5° C [150° F] may be
appropriate for crushed gravel aggregates, but temperatures above 65.5°C [150°F] may be needed to maintain
workability of crushed quarry rock aggregates. In no case shall the mix be less than 43 °C [110 °F] at time of
compaction. Water may not be used to hasten the cooling process.

                   Steel-wheeled and/or vibratory roller(s) meeting the requirements of Mn/DOT 2360.6C2 shall be
used for compaction, with the exception that vibratory compaction will NOT be allowed. Rollers must be steel
wheeled both front and back. When the amount of mixture placed exceeds 100 metric tons [100 tons] per hour, at
least two rollers shall be used.. Three roller passes should provide adequate compaction, depending on roller size.
Over rolling, to the extent that aggregate particles degrade, will not be permitted.

DBS-2350.1.6    THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS
                The PASB shall be placed to a grade and tolerance such that the overlying PCC or HMA
pavement thickness will meet minimum design requirements.

                  The PASB surface and thickness tolerance after compaction, shall be as follows:

                  (a)      The elevation of the finished surface of PASB at any point of measurement shall not vary
                           by more ± 16 mm [± 5/8 inch] from the prescribed elevation for that point as determined
                           from the grades staked by the Contractor and the cross section shown in the Plan.

                  (b)      The compacted thickness of the PASB shall be within ± 6 mm [± 1/4 inch] of the
                           compacted depth shown on the typical section in the Plan.




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                  (c)      The Contractor shall correct any areas which are deficient by more than 13 mm [1/2
                           inch] by scarifying, adding mixture, compacting, shaping, and finishing in accordance
                           with these specifications.

                  (d)      The normal HMA and PCC thickness tolerance shall apply.

DBS-2350.2 (2350) BITUMINOUS MIXTURE FOR PERMEABLE ASPHALT
STABILIZED STRESS RELIEF COURSE
                This work shall consist of constructing a Permeable Asphalt Stabilized Stress Relief Course
(PASSRC) of hot plant-mixed bituminous aggregate mixture on the inplace concrete and/or bituminous (shoulder)
pavement. The purpose of the PASSRC is to act as a separation layer and to more rapidly drain water from beneath
the unbonded concrete overlay and thus provide greater service life.

                  The PASSRC shall be produced and placed in accordance with the requirements of Mn/DOT
2350, the Plan details and these Special Provisions.

                  MATERIALS

         (A)      Aggregate

                  The aggregate shall comply with the following requirements:

                  (1)      General

                           The requirements of Mn/DOT 3139 are waived, except where specifically noted herein.

                           The use of recycled materials will not be permitted in the production of PASSRC
                           mixtures. Recycled materials shall include, but are not limited to: glass, recycled
                           asphaltic pavement, crushed concrete, and roofing shingles.

                  (2)      Gradation

                           Materials for PASSRC shall meet the gradation requirements of Mn/DOT 3137,
                           gradation CA-70, (modified to add 0-5 percent passing the 2.00 mm [No. 10] sieve).

                           The CA-70 gradation limits of Mn/DOT 3137 shall be the JMF limits.

                  (3)      Crushing

                           The Fine Aggregate Angularity (FAA) requirement of Mn/DOT 2350 is waived.

                  (4)      Quality

                           The aggregate shall consist of sound, durable particles of gravel, quarry rock or
                           combinations thereof. The aggregate shall be free of matter such as metal, glass, plastic,
                           brick, rubber, and any other objectionable material. Crushed concrete or bituminous
                           mixtures shall not be used for PASSRC.

                           The Los Angeles Rattler loss on the coarse aggregate fraction (material retained on the
                           4.75 mm [No. 4] sieve) shall not exceed 40% for any individual source used within the
                           mix. An aggregate proportion which passes the 4.75 mm [No. 4] sieve and exceeds 40%
                           LAR loss on the course aggregate fraction is prohibited from use in the mixture. The Loss
                           Angeles Rattler test procedure shall be that described by AASHTO T96, Mn/DOT
                           modified.


Special Provisions – Division 2                                                                           Page 88 of 224
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                            Spall is defined as shale, iron oxide, unsound cherts, pyrite, highly weathered and/or soft
                            phyllite and argilite (may be scratched with a brass pencil), and other materials having
                            similar characteristics. The total of all spall materials, by weight of the total composite
                            sample, shall not exceed 3 percent, based on a lithological count. Shale content of the
                            fraction passing the 4.75 mm [No. 4] shall not exceed 5.0 percent. Lumps in the
                            fraction retained on the 4.75 mm [No. 4] shall not exceed 0.5 percent.

                  (5)       Aggregate Class

                            Aggregate for PASRC shall meet the classification requirements of Mn/DOT 3137, as
                            modified below.

                            (a)      Class A - No changes

                            (b)      Class B - For carbonate aggregate (limestone and dolostone) the minus 75 m
                                     [200] sized portion of the insoluble residue shall not exceed 8 percent by weight.
                                      The insoluble residue test procedure is on file in the chemical laboratory, Office
                                     of Materials and Road Research.

                            (c)      Class C - 95 percent 1-face crushing - If carbonate particles in the plus 4
                                     aggregate exceed 40 percent by weight, the minus 75 m [200] sized portion of
                                     the insoluble residue for the plus 4 carbonate fraction shall not exceed 8 percent
                                     by weight.

                            (d)      Combinations of the above, provided each fraction meets the requirements
                                     shown above for Class A, B or C.

         (B)      Asphalt

                  The asphalt cement shall be Performance Grade (PG) 64-22 meeting AASHTO MP-1.

                  MIXTURE DESIGN
                  Mn/DOT 2350.3 is replaced with the following:

                  PASRC Mixture Design and Approval

                  At least 15 days prior to the beginning of the mixture production, the Contractor shall submit
representative samples of the aggregate and the asphalt cement, along with the production gradations, and the
percentage of each aggregate component to be used in the mixture, to a certified laboratory for determination of the
asphalt content for the mixture. The sample shall be 35 kg [80 pounds] of aggregate retained in the 4.75 mm [No.
4] sieve and 15 kg [35 pounds] of aggregate passing the 4.75 mm [No. 4] sieve.

                  The percentage of asphalt to be incorporated into the mixture shall generally be between 2 and 4
percent based on the total weight of the mixture. The actual asphalt percentage will be based on the aggregate
sample(s) submitted to the laboratory for testing. An acceptable asphalt content shall provide 100 percent coating of
the aggregate particles with no excess run-off or puddling. The Contractor shall prepare a Mixture Design Report
which shall include requirements for gradation and asphalt cement content The Air Void, Marshall Stability, Voids
in the Mineral Aggregate, Fines to Effective Asphalt, Fine Aggregate Angularity, and Tensile Strength Ratio
requirements of Mn/DOT 2350 are waived.

                  The aggregate used will have a large effect on the required AC content. The Contractor may wish
to perform the procedure used by Mn/DOT to determine an estimate of the AC content that will be required.




Special Provisions – Division 2                                                                             Page 89 of 224
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                  CONSTRUCTION REQUIREMENTS

         (A)      The required construction sequence is as follows:

                  (1)      Construct interceptor drains (if required by design)

                  (2)      Build PASSRC layer

                  (3)      Construct pavement

                  (4)      Trench in permeable base drain adjacent to slab

                  (5)      Install variable depth Class 5 shoulder aggregate (do not remove the inplace bituminous
                           shoulders)

                  (6)      Place new bituminous shoulder structure

         (B)      Handling and Placement

                  Aggregate stockpiles shall be constructed in a manner that minimizes segregation.

                  Mixture production temperature, as measured at the plant site, shall not exceed 1570 C [315o F].
However, mix temperatures at the time of production shall be high enough to ensure 100 percent coating of the
aggregate particles.

                 Prior to the placement of the bituminous stress relief course, the pavement shall be cleaned by
power sweeping and air blowing (including removing material from joints, cracks and bituminous patched areas)
with 690 kPa [100 p.s.i.] (nominal) air pressure. Tack surface of inplace pavement in accordance with Mn/DOT
2357.

                   Equipment for placing the PASSRC shall be capable of uniformity depositing and spreading the
material, without segregation, to the required thickness. The placement equipment shall have an oscillatory or
vibrating type screed capable of screeding the full width of material placed. It shall be the responsibility of the
Contractor to place the PASSRC to a grade and tolerance such that the overlaying concrete thickness will meet
minimum requirements. The material shall be placed to the width and compacted depth shown on the typical
section. The equipment shall not rut the inplace bituminous shoulder. Any ruts formed shall be repaired and leveled
prior to placing the PASSRC so that water drainage through PASSRC will not pond and create soft areas.

                 The use of petroleum distillates such as kerosene and fuel oil in truck beds, paver hoppers, or
rolling equipment is hereby prohibited and will be rigidly enforced.

                  The requirement for an asphalt tack coat, per Mn/DOT 2350.4D, is waived.

         (C)      Maintenance

                    After placement and compaction, material used for PASSRC shall be dense and stable enough so
that it will not be displaced or rutted during the placement of the overlay concrete. A cure period shall be provided
which will be adequate to allow the PASSRC to "firm up" before the overlaying concrete is placed.

                  Concrete hauling units, either loaded or empty, will be permitted on the PASSRC. If
contamination of the PASSRC occurs, the Contractor shall remove and replace or clean the surface to assure
drainage capacity as designed. If rutting or other damage occurs to the PASSRC or underlying structure, the
Contractor will be required to repair and level the areas prior to placement of the concrete overlay/pavement. .

                 If concrete hauling units turn around on the PASSRC, the Contractor shall protect the PASSRC
from deformation.


Special Provisions – Division 2                                                                           Page 90 of 224
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                 The PASSRC and drain trenches shall be kept free of fine soils or other contaminants during
construction. Contaminated material shall be removed and replaced at no cost to the State. Prior to placement of the
Permeable Aggregate Base drains, water shall be free to drain from the PASSRC to the ditch.

           (D)    PCC Pavement Placement

                   Within two hours prior to constructing the concrete overlay, the bituminous stress relief layer shall
be coated with a whitewash of hydrated lime and water. The proportions used in the whitewash mixture and the rate
of application shall be such that a uniform color, not darker than uncoated concrete after curing, will be produced on
the surface of the stress relief layer. The purpose of the whitewash is to reduce the heat generated from the black
surface of the PASSRC, and thus give an even curing temperature within the pavement depth. If the whitewash
should wear off due to construction operations, it shall be replaced or the surface cooled with water prior to paving.

                  Damage to the PASRC layer shall be repaired promptly by the Contractor.

                  MIXTURE QUALITY MANAGEMENT
                  The requirements for "Mixture Quality Management" under Mn/DOT 2350.5 shall be modified as
follows:

                  Quality control (QC)

                   Sampling, testing, and documentation shall be limited to aggregate qualities, course aggregate
angularity, belt sample gradations, and asphalt cement content spot checks. Aggregate belt samples shall be 15 kg
[35 pounds].

                  Testing rates and documentation are as follows.

                  (1)      Percent passing on sieves of Mn/DOT 3137, gradation CA-70, modified to add 0-5
                           percent passing the 2.00 mm [No. 10] sieve. (1 test per 1000 metric tons [1000 tons])

                  (2)      Coarse Aggregate Angularity (1 test per 1000 metric tons [1000 tons])

                  (3)      Asphalt spot checks (test as needed to control production/ minimum of one per day)

                  (4)      Metric tons [tons] where sampled

                  (5)      Cumulative metric tons [tons]

                 The control limits described in Table 2350-4 shall be waived with the exception of the limit on
asphalt cement content. The JMF limits for the Asphalt Cement content shall be _ 0.3%.

                  During production, aggregate quality testing will be at Mn/DOTs discretion.

               PAVEMENT DENSITY
               The density of all bituminous courses, shall be subject to the requirements of Mn/DOT 2350.6C
Ordinary Compaction Method.

                  Contractor is advised that it may be necessary to permit the PASRC to cool sufficiently before
compaction rolling to prevent rutting and shoving. Cooling to 65.5 0 C [1500 F] may be appropriate for crushed
gravel aggregates, but temperatures above 65.50 C [1500 F] may be needed to maintain workability of crushed
quarry rock aggregates. In no case shall the mix be less than 43 0 C [1100 F] at time of compaction. Water may not
be used to hasten the cooling process.

                 Steel-wheeled and/or vibratory roller(s) meeting the requirements of Mn/DOT 2350.6C2 shall be
used for compaction, with the exception that vibratory compaction will NOT be allowed. Rollers must be steel-


Special Provisions – Division 2                                                                             Page 91 of 224
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wheeled both front and back. When the amount of mixture placed exceeds 100 metric tons [100 tons] per hour, at
least two rollers shall be used. Two roller passes should provide adequate compaction, depending on roller size.
Overrolling, to the extent that aggregate particles degrade, will not be permitted.

                  THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS

                  CONTRACTOR SURVEY METHOD FOR PAVEMENT PROFILE CONTROL

                  (1)      The Contractor shall place the Permeable Asphalt Stabilized Stress Relief Course
                           (PASSRC) layer to the width and compacted depth shown on the typical section in the
                           plans.

                  (2)      Subsequent to the complete placement of all of the (PASSRC), the Contractor shall
                           survey the pavement surface at 15 m [50 foot] maximum intervals (7 m [25 feet] in
                           transitions) at the centerline and 3.6 m [12 feet] left and right of centerline and place hubs
                           at 15 m [50 foot] intervals on both sides of roadway. The Contractor shall use these
                           results to establish a recommended paving profile for review by Mn/DOT.

                  (3)      The Contractor will be required to set and use stringlines for grade control on both sides
                           of the roadway during their paving operations.

                  (4)      All concrete cores shall be taken at 0.6 m [2 feet] from the outside pavement edge.

DBS-2356.1 (2356) BITUMINOUS SEAL COAT
Always use DBS-2357.1 (BITUMINOUS TACK COAT) with this writeup.

                  Mn/DOT 2356 is deleted and replaced by the following:

                DESCRIPTION
                Construct a seal coat on a prepared surface. A seal coat is the application of bituminous material,
followed immediately by an application of a single layer of aggregates. Fog seal the completed seal coat.

                  MATERIALS

         A.       Bituminous Material
                  1.     Provide CRS-2P, bituminous material for seal coat, and CSS-1h for fog sealing. The
                         CRS-2P, bituminous material for seal coat, and CSS-1h for fog sealing, shall meet the
                         following requirements for the type and grade specified. Only Bituminous Material
                         supplied from a certified source is approved for use. A list of certified sources is on file
                         at the Chemical Laboratory.

                           a.       Emulsified Asphalt
                                    The emulsified asphalt shall meet the requirements of AASHTO M-316-99
                                    CRS-2P subject to the following modification.

                                    (1)      The CRS-2P shall be distilled at 400oF for 20 minutes.

                                    (2)      Polymer-Modified Cationic Emulsified Asphalt, (CRS-2P) shall be
                                             produced by using polymer modified base asphalt only. The use of
                                             Latex modification shall not be allowed. Any emulsion not meeting
                                             this requirement shall not be used.

                           b.       Provide a CSS-1h, bituminous material for fog seal, as specified in Mn/DOT
                                    3151.E.

         B.       Seal Coat

Special Provisions – Division 2                                                                             Page 92 of 224
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                   Provide a Class A, B, or C aggregate, as specified in Mn/DOT 3137.2B. Use aggregates, uniform
in quality and free from wood, bark, roots and other deleterious materials. All Class C aggregates shall be 80%
crushed one face (mechanical or natural), of the plus 4.75 mm [#4] fraction (use Mn/DOT Laboratory Manual
Method 1214). Gradation and quality requirements are specified in Table 1. All percentages are by weight. The
aggregate size to be used will be shown in the Plans.

                                  Table 1 (Values are the percent passing the sieve).
Sieve Size                                  FA-1        FA-2      FA- 2 1/2      FA-3        FA-3      QC range
                                                                                              1/2
12.5 mm [1/2 inch]                            100        100          100          100        100
9.5 mm [3/8 inch]                             100        100          100          100      90-100        5%
6.3 mm [1/4 inch]                             100        100          0-80        0-70       0-70         7%
4.75 mm [# 4]                                0-100      0-100         0-50        0-25       0-25         7%
2.36 mm [# 8]                                  ---       0-40         0-12         0-5        0-5         4%
1.18 mm [# 16]                               0-30        0-10          0-5         ---        ---         4%
300 µm [# 50]                                0-15        0-5                       ---        ---         4%
150 µm [# 100]                                0-5         ---                      ---        ---         4%
75 µm [# 200]                               0.0-1.0    0.0-1.0       0.0-1.0     0.0-1.0    0.0-1.0

Material Tests
% Shale, max.        Mn/DOT 1209              5         5             5            3           2
Flakiness Index, max. %, FHL T 508¹         N/A         25           25            25         25
Los Angeles Rattler, max. % loss,                                                  35         35
AASHTO T 96 (Mn/DOT modified)
   ¹ Aggregate retained on each sieve, which comprises at least 4 percent of the total sample shall be tested.

         C.       Water
                  Use potable water, compatible with the seal coat

                  SEAL COAT DESIGN

                   The Contractor shall design the seal coat using Mn/DOT's seal coat design method, available
through the Mn/DOT web site. Base the design on the traffic volume(s) and pavement condition(s). Determine the
starting application rate for the bituminous material and seal coat aggregate. Provide the following design
information to Mn/DOT, two weeks before construction is to begin:

                  (1)      Test results required in Table 1.
                  (2)      Seal coat aggregate design application rate.
                  (3)      Bituminous material design application rate.
                  (4)      Loose unit mass [weight] of the aggregate.
                  (5)      Bulk specific gravity of the aggregate.
                  (6)      150 pound sample of each proposed aggregate source.

                   Failure of the Contractor to submit 150 pounds of material for each source to Mn/DOT for design
review at least 14 days before start of construction may result in postponement of the start of the Project until a
design has been completed as determined by Mn/DOT. The Contractor will be charged one working day for each
weekday that the Project is delayed.

                  After the seal coat design has been established, the aggregate supplied to the Project shall conform
to the QC tolerances in Table 1. The tolerance range does not extend the specification limits set in Table 1.

                  Note: The seal coat aggregate design rate is the minimum amount of material based on the design
program. .



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                    Schedule of Price Reduction for Seal Coat Construction.
                    Failing gradations will result in a price reduction. The Contract bid price for seal coat will be
reduced 1 percent, for each 1 percent passing outside of the requirements for any sieve, except the 75 µm [# 200]
sieve. The 75 µm [# 200] sieve will have 1 percent price reduction for each 0.1 percent outside of the specification.
 All failing results will be added together. These deductions apply to the specification range in Table 1. If any
gradations fall outside of the quality control range but within specifications, stop construction and a new design will
be required.

                  Failing flakiness tests will result in a $1,000 reduction for each failing test.

                  EQUIPMENT

         A.       Distributor
                  Use a distributor as specified in Mn/DOT 2321.3C1.

         B.       Aggregate Spreader
                  Use a self-propelled mechanical type aggregate spreader capable of distributing the aggregate
uniformly to the required width and at the designed rate. Use a self-propelled type mounted on pneumatic-tired
wheels.

         C.       Pneumatic-Tired Rollers
                  Provide a minimum of three (3) self- propelled pneumatic-tired rollers as specified in Mn/DOT
2321.3C2.

         D.       Brooms
                  Provide motorized brooms with a positive means of controlling vertical pressure and capable of
cleaning the road surface prior to spraying bituminous material and removing loose aggregate after seal coating.

                  CONSTRUCTION REQUIREMENTS

         A.       Weather Limitations
                  Construct seal coat operations (including traffic restrictions on the freshly constructed seal coat)
and fog sealing according to the following:

                  (1)      Not before May 15 or after August 10, for the part of Minnesota located in the North and
                           North-Central Road Spring Restriction Zone. Not before May 15 or after August 31, for
                           the part of Minnesota located south of the North and North-Central Spring Road
                           Restriction Zone.
                  (2)      Work only during daylight hours.
                  (3)      Start when the pavement and air temperature are 15.5 ºC [60 F] and rising.
                  (4)      The road surface may be damp. There shall be no standing water.
                  (5)      No construction is allowed in foggy weather.

         B.       Road Surface Preparation
                  Clean all pavements to be seal coated. Sweep the pavement with a motorized broom to remove
loose material. Clean depressions not reached by the power broom, using hand brooming.

                 Cover iron (manholes, gate valve covers, catch basins, sensors, etc.) to prevent adherence of the
bituminous material. Suitable covering includes plywood disks, sand, Kraft paper, roofing felt or other approved
methods. Remove the protective coverings before opening the road to traffic.

                  Apply a tack coat, if required, to the prepared road surface in accordance with Mn/DOT 2357.

         C.        Application of Bituminous Material
                   Begin the rate of application for the bituminous material as determined by the seal coat design.
Construct a test strip 30 meters [100 feet] long to ensure the bituminous material application rate is adequate. After

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applying the bituminous material to this test strip, place the seal coat aggregate at the design application rate.
Inspect the aggregate in the wheel paths for proper embedment. Make adjustments to the rate of application, if
necessary. Construct one full lane width at a time. Make additional adjustments to the rate of application during the
Project, if needed.

                  Apply the bituminous material above the minimum limits specified below:

                 Bituminous Material         Minimum Temperature              Ideal Temperature
                 CRS-2P                         60° C [140° F]*            76.6-82.2º C [170-180º F]
                 CSS-1h                         37.7° C [100° F]
                  * Intended for uniform lay down of emulsion.

         D.       Application of Seal Coat
                  Prior to construction, calibrate the aggregate spreader in accordance with ASTM D5624. The
allowable deviation in the amount of aggregate spread on each of the rubber mats shall not exceed ±0.5 kg/m 2 [ 1
pound per square yard] in the transverse direction, or ± 0.5 kg/m2 [ 1 pound per square yard] in the
longitudinal direction, from the design application rate.

                   Provide uniformly moistened aggregates, which are damp at the time of placement. Immediately
(within one minute) after the bituminous material has been sprayed, apply the aggregates. The speed of the spreader
shall be such that the aggregates are not rolling over, and starting and stopping of the spreader is minimized. The
edges of the aggregate applications shall be sharply defined. Previously used (sweeping) aggregates will not be
allowed.

         E.        Rolling Operations
                   Complete the initial rolling within 2 minutes after applying the aggregate. Proceed at a
recommended speed less than or equal to 8 km per hour [5 miles per hour], to prevent turning over aggregate.
Make a minimum of three complete passes over the aggregate. Roll the aggregate so the entire width of the
treatment area is covered in one pass of all the rollers. The total compacting width of each pneumatic-tired roller
shall exceed 1.5 m [5 feet].

         F.       Sweeping
                  Sweep off the surplus aggregate on the same day of the seal coat construction. Sweep with care to
not dislodge aggregate that is setting. Re-sweep areas the day after the initial sweeping. The Contractor will
dispose of the surplus seal coat aggregate.

         G.      Protection of the Surface
                 No traffic is permitted on the seal coated road surface until after the specified rolling has been
completed and the bituminous material has set and will not pick up on vehicle tires.

         H.      Protection of Motor Vehicles
                 The Contractor is responsible for claims of damage to vehicles until the roadways and shoulders
have been swept free of lose aggregate and permanent pavement markings have been applied.

         I.       Application of Bituminous Material for Fog Sealing
                  Fog seal completed seal coated areas, after sweeping and before placement of permanent
pavement markings. Construct the fog seal as specified in Mn/DOT 2355, as modified as follows: Construct a 30
meter [100 foot] test strip. Review the application of diluted (1:1) bituminous material and adjust the application
rate as needed. Apply between 0.3 to 0.8 liters per square meter diluted [0.07 to 0.18 gallons per square yard,
diluted]. Apply the fog seal to minimize the amount of overspray. Do not allow traffic on the fog seal until it has
cured.

         J.      Progress of Work
                 The seal coat will usually cure within 24 hours under dry conditions and temperatures above 15.5
°C [60 °F]. Allow the seal coat to cure a minimum of one day before fogging. The fog seal can be applied after the


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seal coat is cured. The fog seal will usually cure within 2 hours under dry conditions and temperatures above 15.5
°C [60 °F]. Interim pavement markings can be placed after the fog seal cures. The permanent pavement markings
shall not be placed for three days after placing the fog seal.

DBS-2356.2 (2356) SEAL COAT - MACRO-SURFACING
                    Mn/DOT 2356 is hereby deleted and replaced with the following:

          DESCRIPTION
                   Macro-surfacing is a high macro-texture surface treatment applied in a continuous operation.
Macro-surfacing is suitable for high-speed, high-volume applications and is designed for fast return to traffic.
Apply a climate-specific polymer modified asphalt emulsion (macro-surfacing emulsion), followed immediately by
the application of a single layer of aggregate. Fog seal all macro-surfacing, after sweeping and before placement of
permanent pavement markings.

          MATERIALS

         A.         Bituminous Material
                    Provide bituminous material for macro-surfacing as specified in Mn/DOT 3151.2E, as modified,
by the following:

                  Modify the base asphalt with the polymer, prior to emulsification. The emulsion, upon standing
undisturbed for a period of 24 hours, shall show no white milky colored substance on its surface, and shall be a
homogeneous brown color throughout. The emulsion shall meet the requirements in Table 1.

                                         Table 1. Macro-surfacing Emulsion
     Tests on Emulsion                                                       Method                Min          Max
     Sweep Test                                                              TM101                               15
     Sieve test1, %                                                      AASHTO T-59                             0.5
     Viscosity1, 2, Saybolt Furol @ 50 °C [122 ºF], sec.                 AASHTO T-59               252          6002
     Residue from Distillation at 204.4 °C [400 °F], %                   AASHTO T-59                65
     Oil distillate by volume of emulsion, %                             AASHTO T-59                              2
     Tests on Base Asphalt
     Penetration @ 25 °C [77 ºF]                                          ASTM D 5-97                  60 - 120
     Elastic Recovery, 10 °C [50 °F], %                                 AASHTO T-301                60
     ¹ Viscosity or sieve requirements may be waived if the material has been successfully applied in the field.
     ² Viscosity samples shall be tested at the producing plant prior to shipping to the job site. Range set to
     accommodate regional and climactic requirements.

                    Provide a CSS-1 or CSS-1h bituminous material for fog seal as specified in Mn/DOT 3151.2E

         B.       Aggregate.
                  Provide a Class A or Class C aggregate, as specified in Mn/DOT 3137.2B. Mechanically crush
the aggregates to meet the requirements in Table 2.




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                                         Table 2. Aggregate Properties
                        Aggregate Tests                      Method                         Min           Max
     Fractured Faces Single face, %                          ASTM D5821                     98
                       Two or more faces, %                                                 95
     Flakiness Index, %                                      FLH T 508                                     17
     Micro-Deval                                             AASHTO TP 58                                  17
     Deleterious materials, %                                TM102                                         0.5
     Absorption, %                                           ASTM C127                                      2

                         Sieve Analysis                          (AASHTO T 27)                 % Passing
         9.5 mm [3/8 inch]                                                                        100
         4.75 mm [# 4]                                                                           0-12
          75 µm [# 200]                                                                         0.0-1.0

                  Schedule of Price reduction for Seal Coat - Macro-Surfacing.
                  Failing gradations will result in a price reduction. The unit price for Seal Coat - Macro-Surfacing
will be reduced 2 percent, for each 1 percent passing outside of the requirements for the 9.5 mm [3/8 inch] and 4.75
mm [# 4] sieve. The 75 µm [# 200] sieve will have 2 percent price reduction for each 0.1 percent outside of the
specification.

         MIX DESIGN
                  Design the Macro-surfacing using Mn/DOT's seal coat design method. Qualified personnel
experienced in asphalt surface treatment design shall prepare the design.

                   Base the design on the traffic volume(s) and pavement condition(s). Determine the final
application rate for the asphalt binder and cover aggregate after the source of the material is known and field
adjustments are made. Provide the following design information to Mn/DOT:

                  (1)      All test results required in Tables 1 and 2.
                  (2)      Penetration results of emulsion.
                  (3)      Bulk specific gravity of the aggregate.
                  (4)      Loose unit mass [weight] of the aggregate.
                  (5)      Asphalt type and rate of application.
                  (6)      Aggregate rate of application.

          EQUIPMENT

         A.        Macro-Surfacing Application Vehicle
                   Apply a uniform application of macro-surfacing emulsion and cover aggregate without the
application vehicle driving on the newly applied surface. Provide integrated dual spray bars and aggregate spread
hoppers whose width can be varied independently during operation. Continuously apply the macro-surfacing
emulsion and aggregate. Apply the aggregate so that no more than a length of 1219 mm [48 inches] of emulsion
application is on the road surface without cover aggregate. All systems for the application of materials shall be
computer controlled.

         B.       Spread Hopper
                  Use a variable width hopper system including drive augers and spread rolls. Synchronized the
hopper width and the spray bar width in continuously variable 102 mm [4 inch] increments. Use a continuous
conveyor feed to the hopper system. Cover the spread hopper with a full-width screen to reject all oversized
materials and foreign objects. Calibrate the aggregate spreader in accordance with ASTM D5624-95. The
allowable deviation in the amount of aggregate spread both transverse and longitudinal direction is ±0.5 kg/m 2 [±1.0
pound per square yard].

         C.       Control Systems



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                   Monitor the speed of the Macro-Surfacing Application Vehicle using the aggregate Application
Rate Computer. Vary the gate opening in order to maintain the set application rate, in kg per square meters [pounds
per square yard], of the aggregate, regardless of forward speed. Adjust either aggregate or emulsion application
rate during vehicle operation using the Application Rate Computer. Set the Macro-Surfacing Application Vehicle's
forward speed for consistent operation using the computer. The binder and aggregate Application Rate Computer(s)
shall vary the output of macro-surfacing emulsion pumps and/or aggregate application rate to maintain the desired
macro-surfacing emulsion application rate, regardless of variations in ground speed, changes in application width,
and operator inputs of desired application rate(s). Record: liters [gallons] of emulsion sprayed, length of roadway
surfaced, and area of roadway surfaced, using the computer(s).

         D.       Macro-Surfacing Emulsion Application System.
                  Apply the bituminous material with a distributor system as specified in Mn/DOT 2321.3C1, and as
modified below.

                  Provide an insulated macro-surfacing emulsion tank on the Macro-surfacing Application Vehicle.
Access for cleaning and a functional capacity gage are required. Provide for the transfer of additional macro-
surfacing emulsion into the tank during continuous operation.

                Provide pumps and plumbing systems to feed the spray bars. Supply removable strainers to
remove foreign material from the macro-surfacing emulsion before it enters the spray bars.

                  Allow for positive circulation from one end of the spray bar to the other end. Space nozzles no
greater than 102 mm [4 inch] on centers on the spray bars. Provide an individual valve for each spray nozzle, so the
spray width can be adjusted synchronously with the aggregate hopper width during operation. Synchronize the
spray bar operating width with the aggregate hopper width, with a width continuously variable in not greater than
102 mm [4 inch] increments.

                  Spray the macro-surfacing emulsion by a metered mechanical pressure spray bar at a temperature
above 42 ºC [108 °F], or as recommended by the Macro-surfacing Emulsion supplier. Accurately and continuously
monitor the rate of spray. Provide a uniform application across the entire width of the pavement.

                   Measure and record the total emulsion applied, with an accuracy of ± 10%. Maintain a daily log
recording the total area covered and the total volume of emulsion applied. Compare this data to the calibrated
application rates.

         E.      Support vehicles.
                 Provide for continuous feeding and operation of the Macro-surfacing Application Vehicle.
Simultaneously feed both aggregate and macro-surfacing emulsion to the Macro-surfacing Application Vehicle.
Supply the materials while the Macro-surfacing Application Vehicle is moving forward.

         F.         Rollers.
                    Mn/DOT 2321.3C2 is deleted and replaced with the following. Use self-propelled pneumatic-
tired rollers that weigh between 11.3 t [12.5 tons] and 22.7 t [25 tons]. Ensure full width coverage of the macro-
surface in a single paving pass. Use smooth pneumatic tires. Provide a minimum effective rolling width of
approximately 1.7 m [5.7 feet].

                   Ground contact pressure will be 552 kPa [80 psi] or more. Operate at load and tire pressure within
the range of the manufacturer's charts showing the contact areas and contact pressures for the full range of tire
inflation pressures and for the full range of loadings for the particular tires furnished. The rollers shall be within
plus or minus 34.5 kPa [5 psi] of each other.

                    The power unit shall move the operating rollers at variable uniform speeds up to a maximum of 8
km per hour [5 miles per hour]. Automatic tire cleaning scrapers will remove any aggregate that adheres to the
roller tires during operation. The cleaning system shall be operational during construction.

         G.       Aggregate removal equipment.


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                 Rotary brooms of various types are normally used for excess aggregate removal, although
regenerative vacuums, pick-up brooms, and other types may be used as well.

                    Controlled uniform sweeping pressure is required, across the width of the broom. Equipment tires
shall have road tread. Tractor tires are not permitted. The equipment shall have variable down pressure, (a "float"
setting), variable angle of approach, and independently controllable variable rotational speed. Provide straight
broom bristles, a minimum of 127 mm [5 inches] in length, and uniform length across the width of the broom. Keep
the axis of the broom parallel to the road surface at all times. Operate the broom to contact the pavement uniformly
across the entire width of the broom

         H.        Macro-surfacing Emulsion Storing and Handling Equipment.
                   Provide clean equipment, in good operating condition, to store or handle macro-surfacing
emulsion. Do not contaminate the macro-surfacing emulsion. Transfer the emulsion directly to the application
equipment from the transport tankers. Storage is not permitted other than in the transport tanker or the feed vehicle
tanks. The duration of such storage shall not exceed 48 hours after delivery to the job site. Emulsion not used
within 48 hours of initial delivery shall be returned to the producing facility. Provide and maintain a temperature
measuring device. Maintain the temperature of the macro-surfacing emulsion at a minimum of 60 °C [140 F]. No
on site heating of macro-surfacing emulsion is allowed. Macro-surfacing emulsion shall not be stored in the
application vehicle overnight.

         I.       Distributor for Bituminous materials for Fog Seal
                  Provide a distributor meeting the requirements of Mn/DOT 2321.3C1.

          CONSTRUCTION

         A.       Weather Limitations.
                  Construct seal coat macro-surfacing (including traffic restrictions on the freshly constructed seal
coat):

                  (1)      Not before May 15 nor after August 31; for the part of Minnesota located south of the
                           Northern Spring Road Restriction Zone.
                  (2)      Not before May 15 nor after August 10, for the part of Minnesota located in the Northern
                           Road Spring Restriction Zone, including roadways making up the southern border of the
                           zone.
                  (3)      Only during daylight hours.
                  (4)      When the pavement and air temperature are 15 ºC [60 F] and rising.
                  (5)      When the road surface is dry and clean.

         B.       Surface Preparation.
                  Clean all roadway surfaces. Sweep the pavement with a motorized broom to remove all loose
material. Clean all depressions not reached by the power broom, using hand brooming. Also, clean the outer edges
of the pavement to be sealed including 0.3 m [1 foot] of the shoulder width.

                  Cover all iron (manholes, gate valve covers, catch basins, etc.) to prevent adherence of the asphalt
binder. Suitable covering includes plywood disks, sand, Kraft paper, roofing felt or other approved methods.
Remove the protective coverings before opening the road to traffic.

         C.         Test Section.
                    Construct a test section for new or unproven systems to demonstrate adequate compliance with
this specification prior to any Project work. Demonstrate that the system is capable of final sweeping without
damage within one hour after application. Use materials that will be used in the actual Project. The Contractor shall
locate the test section, which shall be one lane, in width and not to exceed 400 m [1300 feet] in length or an
equivalent area. If the application to the test section is unsuccessful, the Contractor shall make the necessary
corrections and apply a new test section.




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                  Construct a new test strip when the job mix changes or there is field evidence that the system is
out of control. The system includes the following:

                         Emulsion
                         Aggregate type
                         Aggregate size

                  In place of construction of a test strip, submit evidence of a successful construction of a test strip
on another State project using the same mix designs. The project must have been constructed the same construction
season. The system used for the test strip must be identical to all parts of the proposed system.

         D.      Material Application
                 Prior to starting the application, sufficient materials shall be available for continuous application.
The aggregate should be visibly moist for proper application. If necessary, spray the material with water to maintain
moisture. No free water should be evident in the supply vehicles.

                  Feed vehicles shall transfer aggregate to the application vehicle without spillage to prevent the
presence of loose aggregate on the road surface prior to emulsion application

                  Paper or other suitable material shall be used to prevent overlapping of transverse joints.
Longitudinal joints shall match lane lines.

         E.       Rolling
                  Use a minimum of 3 rollers, more may be required depending on the planned application width,
speed, and rolling pattern. Roll the entire surface a minimum of one time within 2 minutes of emulsion and
aggregate application. Complete additional rolling within 5 minutes of emulsion and aggregate application.

         F.       Excess Aggregate Removal
                  Aggregate sweepings shall not be re-applied to the Project. Remove surplus aggregate from the
finished surface by brooming. Particular attention should be given to all construction seams. Sweep all areas of the
surface a minimum of three times. Keep pace with the application vehicle.

                  Final removal of all excess aggregate shall be within one (1) hour following the application of
materials. Stop the construction process until satisfactory performance is achieved.

         G.       Release to Traffic
                  Release the application area to normal traffic after excess aggregate has been removed. Release
the road to normal traffic within 2 hours of material application. Stop the construction process until satisfactory
performance is achieved.

         H.       Application of Bituminous Material for Fog Sealing
                  Fog seal all macro-surfacing, after sweeping and before placement of permanent pavement
markings.

                  Construct the fog seal as specified in Mn/DOT 2355, as modified as follows. Construct a 30
meters [100 foot] test strip. Review the application of diluted emulsion and adjust the application rate as need.
Apply between 0.3 to 0.5 liters per square meter [0.07 to 0.12 gallons per square yard].

         I.       Progress of Work
                  The seal coat will usually cure within 24 hours under dry conditions and temperatures above 15 °C
[60 °F]. The fog seal can be applied when the seal coat is cured. The fog seal will usually cure within 2 hours
under dry conditions and temperatures above 15 °C [60 °F]. Pavement markings can be placed after the fog seal
cures.

         J.       Acceptance


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                 Maintain the macro-surface. Repair all holes in the surface. Remove and replace failed areas
exceeding 2% of the surface area in any 152.4 m [500 feet] lineal section. Cover fat or bleeding surfaces with
approved cover material to prevent the asphalt material from sticking to or being picked up by vehicles tires.

          QUALITY CONTROL
                   The Contractor is responsible for quality control (QC) sampling and testing. The Contractor is
responsible for the equipment operation and calibration.

         A.       Aggregate

                  (1)      Testing Rates for Temporary Stockpiles
                           Test for gradation when the material is placed in hauling vehicles for delivery to a
                           temporary stockpile. The testing rates are a minimum of one per day, or one per 1360t
                           [1500 tons], whichever is greater.
                  (2)      Construction
                           A minimum of two daily samples of the aggregate will be taken from the Macro-
                           surfacing Application Vehicle and tested for gradation, within two hours. If the average
                           test results vary from the requirements of Table 2, production will stop and a price
                           reduction applied accord to the Schedule of Price Reduction for Macro-surfacing.
                           Identify the cause and document, in detail, the corrective action taken.

         B.       Emulsion
                  Provide material certification and quality control test results for each batch of emulsion used on
the Project. Include the supplier name, plant location, emulsion grade, and batch number on all reports. The
emulsion must meet all requirements in Table 1.

           QUALITY ASSURANCE
                  The Contractor is responsible for quality assurance (QA) sampling and testing. Samples cannot be
from split samples and must be taken randomly by Mn/DOT.

         A.       Aggregate
                  Test a minimum of one sample per day of the cover aggregate for gradation

         B.     Emulsion
                See the Schedule of Materials Control for Design-Build Projects. Samples must be tested within
one week of sampling.

DBS-2356.3 (2356) SEAL COAT - MICRO-SURFACING
Always use DBS-2357.1 (BITUMINOUS TACK COAT) with this writeup.
               Mn/DOT 2356 is hereby deleted and replaced with the following.

          DESCRIPTION
                 This work is the construction of micro-surfacing on a prepared pavement. Micro-surfacing is a
mixture of: polymer modified asphalt emulsion, well-graded crushed mineral aggregate, mineral filler, water and
other additives.

          MATERIALS

         A.       Asphalt Emulsion
                  Provide a polymer modified, CSS-1h bituminous material as specified in Mn/DOT 3151, and the
following:

                  Quality (on emulsion)                    Test                Requirement:
                  Residue after Distillation ¹             AASHTO T59          62%, min




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                  Quality (on residue)                    Test               Requirement:
                  Softening Point                         AASHTO T53         57 °C [135 °F], min
                  Penetration at 25 °C [77 °F]            AASHTO T49         40 – 90
                  Absolute Viscosity at 60 °C [140 °F]    ASTM D 2171        800 Pa·s, min

                  Use only natural latex polymers or manmade latex polymers proven equal to natural latex
                  polymers.
                  Use a minimum of 3% polymer solids.

                  1.       The temperature for the distillation procedure shall be held at 177±5 °C [350 °F±9 °F]
                           for 20 minutes. Complete the entire distillation procedure within 60 minutes from the
                           first application of heat. The cement mixing test shall be waived.

         B.       Aggregate
                  Provide a Class A, or Class B aggregate, or Taconite Tailings, as specified in Mn/DOT 3139.
When blending aggregate types, material passing the 9.5 mm [3/8 inch] sieve and retained on 1.18 mm [#16]shall
not have less than 90 percent Class A and/or Taconite Tailings, by weight. Also, meet the following requirements:
.
                    Tests on Aggregate:                                    Requirement:
                    Sand Equivalent                 AASHTO T176            60 percent, min
                    Abrasion Resistance¹            AASHTO T96             30 percent, max
                    Soundness (using MgSO4)²        AASHTO T104            25 percent, max
                  1.       Use grading C for Type 3 material. Use grading D for Type 2 material.
                  2.       The Soundness test shall be done on the Class B aggregate component of the blend, if
                           applicable.

                                            TABLE 1 (AASHTO T11, AASHTO T27).
        Sieve Size           Mn/DOT             Mn/DOT         Mn/DOT         QC TOLERANCES
                              Type 1             Type 2          Type 3       Percent in JMF for
                                             (ISSA Type II)  ISSA Type III      each sieve size
    9.5 mm [3/8 inch]           100                100             100
      4.75 mm [# 4]             100             90 – 100         70 – 90              ±5
      2.38 mm [# 8]           85-100             65 – 90         45 – 70              ±5
     1.18 mm [# 16]            72-92             45 –70          28 – 50              ±5
      600 µm [# 30]            50-75             30 – 50         19 – 34              ±5
       300 µm [#50]            35-55             18 – 30         12 – 25              ±4
      150 µm [#100]            15-35             10 – 21          7 – 18              ±3
       75 µm [#200]             5-15              5 – 15          5 – 15              ±2

         C.       Mineral Filler
                  Provide Portland cement or Hydrated lime, based on the mix design results.

                  1.       Portland cement, type I as specified in Mn/DOT 3101.

                  2.       Hydrated lime as specified in Mn/DOT 3106.

         D.       Water
                  Provide water as specified in Mn/DOT 3906.

          MIXTURE REQUIREMENTS

         A.      Mix Design
                 Submit a complete mix design, prepared by a qualified laboratory experienced in micro-surfacing
technology, ten working days prior to the start of production. List the source of all materials used for the mix


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design. Show that the individual proportions of each of the materials when combined shall meet the following mix
design requirements:

                  Test                Description                           Specification
                  ISSA TB-114         Wet Stripping                         90 percent, min
                  ISSA TB-100         Wet Track Abrasion Loss
                                      - One Hour Soak                       538 g/m2 max [1.8 oz/ft2]
                                      - Six Day Soak                        807 g/m2 max [2.6 oz/ft2]
                  ISSA TB-144         Saturated Abrasion Compatibility      3 g loss, max
                  ISSA TB-113         Mix Time at 25 °C [77°F]              Controllable to 120 sec., min
                                      Mix Time at 37.4 °C [100°F]           Controllable to 35 sec., min

                  The Job Mix Formula (JMF) shall be within the following limits:

                  Residual Asphalt:          5.5 – 10.5 percent, by dry weight of aggregate.
                  Mineral Filler:            0.25 - 3.0 percent, by dry weight, of aggregate.

                  A change in aggregate, aggregate blend, or asphalt emulsion source will require a new mix design.

         B.       Mix Design Format
                  Submit the final mix design in the following format.
                  a.      Source of each individual material.
                  b.      Aggregate:
                          1.        Gradation
                          2.        Sand Equivalent
                          3.        Abrasion Resistance
                          4.        Soundness
                  c.      Field Simulation Tests:
                          1.        Wet Stripping Test
                          2.        Wet Track Abrasion Loss
                          3.        Saturated Abrasion Compatibility
                          4.        Trial Mix Time @ 25°C [77 °F] and 37.4°C [100 °F].
                  d.      Interpretation of Results and the Determination of a Job Mix Formula (JMF):
                          1.        Percentage of Mineral Filler (minimum and maximum)
                          2.        Percentage of Water, including aggregate moisture (minimum and maximum)
                          3.        Percentage of Mix Set Additive (if required)
                          4.        Percentage of Modified Emulsion
                          5.        Residual Content of Modified Emulsion
                          6.        Percentage of Residual Asphalt
                  e.      Signature and Date

          CONSTRUCTION REQUIREMENTS

         A.       Equipment
                  Maintain equipment in satisfactory working condition to ensure a high quality product.

         A1.      Mixing Machine
                  Provide a continuous micro-surfacing lay down machine. Provide a positive connection conveyer
belt aggregate delivery system and an inter-connected positive displacement, water-jacketed gear pump to accurately
proportion aggregate and asphalt emulsion. Locate the mineral filler feed so the proper amount of mineral filler is
dropped on the aggregate before discharging into the pugmill. The pugmill must be a continuous flow twin shaft
multi-blade type and a minimum of 1.2 m [4 feet] long. The blade size and side clearance must meet the equipment
manufacturer‟s recommendations. Introduce the asphalt emulsion within the first one-third of the mixer length to
ensure proper mixing of all materials prior to exit from the pugmill.



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                   Use a self propelled, front feed and continuous loading machine. Provide opposite side driving
stations on the front to optimize longitudinal alignment during placement. Provide a remote forward speed control
at the back mixing platform so that the back operator can control forward speed and the level of mixture in the
spreader box. Use sufficient transport units to assure a continuous operation during mix production and application.

                  Provided individual volume or weight controls for proportioning each material. Position the
controls to be accessible at any time. Use the controls to calibrate the operation prior to production and to determine
the amount of each material used at any time.

                  Provide a water pressure system and nozzle type spray bar to spray water ahead of and outside the
spreader box when required. Apply water at a rate to dampen the surface, but not to create free flowing water, ahead
of the spreader box.

         A2.        Spreader Box
                    Spread the mix uniformly, using a mechanical type spreader box, attached to the mixer and
equipped with spiral augers mounted on adjustable shafts. Continually agitate and distribute the mixture. Provide
sufficient agitation to prevent stagnation, excessive build-up, or lumps. Equip the spreader box with front and rear
flexible seals to achieve direct contact with the road. Use a secondary strikeoff attached to the spreader box to
provide a smooth finished surface texture.

         A3.      Rut Filling Box
                  Provide a steel V-configuration screed rut box commercially designed and manufactured to fill
ruts. The rut box shall achieve a mixture spread width of 1.5 m to 1.8 m [5 to 6 feet] and have a strikeoff to control
crown.

         A4.      Weighting Equipment
                  Use of portable scales to weight material must be certified as specified in Mn/DOT 1901.8, and as
modified as follows. Re-certify the scale after any change in location. Randomly spot check the scale at a rate of
once per week or one per Project, which ever is greater.

         A5.      Miscellaneous Equipment
                  Provide hand squeegees, shovels and other equipment necessary to perform the work. Cleaning
equipment such as power brooms, air compressors, water flushing equipment, and hand brooms shall be adequate
for surface preparation.

         B.       Operations

         B1.      Micro-surfacing Types

                  1.       Rut Fill ............................................................................................. Use Mn/DOT Type 3
                           Rut fill pavement segments greater than 305 m [1000 feet] in length, when the average
                           rut depth exceeds 12.7 mm [1/2 inch]. Provide a rut box for each designated wheel track.
                            A clean overlap and straight edges shall be required between wheel tracks. Construct
                           each rutted wheel track with a crown to allow for proper consolidation by traffic.

                  2.       Scratch Course ................................ Use Mn/DOT Type ( 2 or 3, selected by designer)
                           Apply full lane width in one course. Use a metal strike off bar on the spreader box.
                           There shall be no excess buildup or uncovered areas.

                  3.       Surface Course ................................................................................ Use Mn/DOT Type 2
                           Apply full lane width in one course. There shall be no excess buildup or uncovered
                           areas.

         B2.      Pre-Paving Meeting




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                   A pre-paving meeting between the Contractor and Mn/DOT will be held on-site prior to beginning
work. The agenda for this meeting will include: Job Mix Formula, condition of all equipment, calibration of
equipment, test strip(s), detailed work schedule, and traffic control plan.

         B3.       Calibration
                   Calibrate each mixing machine prior to use. Maintain documentation showing individual
calibrations of each material at various settings, which relate to the machine‟s metering devices. Supply all
materials and equipment, including scales and containers necessary for calibration. A change in aggregate or asphalt
emulsion source will require recalibration.

         B4.     Test Strip
                 Construct a 305 mm [1000 foot] long, one lane wide test strip, for each machine used on the
Project. Begin construction after dark, no sooner than one hour after sunset and no later than one hour before
sunrise. Compare the machines for variances in surface texture and appearance.

                The emulsion shall not exceed 50 °C [122 ºF]. Postpone the construction of the test strip until the
emulsion temperature is under 50 °C [122 ºF].

                   Construct a new test strip when the system used in job mix changes or there is field evidence that
the system is out of control. The system includes the following: emulsion, aggregate supplier, type of mineral filler,
and the lay down machine.

                   In place of construction of a test strip, a Contractor may submit evidence of a successful
construction of a test strip on another State project using the same mix designs. The project must have been
constructed in the same construction season. The system used for the test strip must be identical to all parts of the
proposed system.

                  Carry normal traffic on the test strip within one hour after application, without any damage
occurring. Mn/DOT will inspect the completed test strip after 12 hours of traffic to determine if the mix design is
acceptable. Full production may begin after Mn/DOT accepts a test strip. Mn/DOT will approve the location of the
test strip.

         B5.      Surface Preparation
                  Prepare and maintain a clean surface immediately prior to placement of the micro-surfacing.
Clean the surface of all loose material, vegetation, plastic markings, and other objectionable material.

         B6.       Tack Coat
                   Apply tack coat to all portland cement concrete surfaces. Apply tack coat to hot mix asphalt
pavements. Provide a CSS-1 or CSS-1h emulsion as specified in Mn/DOT 3151. Apply the material as specified in
Mn/DOT 2357, and the following. Use one part emulsion to one part water. Apply the diluted emulsion at 0.23 –
0.45 liter/m2 [0.05-0.10 gallons per square yard]. No direct payment will be made for the tack coat.

                  Protect drainage structures, monument boxes, water shut-offs, etc., during application of the tack
coat.

         B7.      Surface Quality
                  The restored transverse pavement cross section as measured using a 3 m [10 foot] straight edge
shall not exceed 9.5 mm [3/8 inch], or 4.8 mm [3/16 inch] when measured with a 1.8 m [6 foot] straight edge. The
preceding shall not apply to any area within 300 mm [12 inches] of the edge line, lane line or center line.

                  Construct the surface course without excessive scratch marks, tears, rippling, or other surface
irregularities. Repair tear marks greater than 12.7 mm [1/2 inch] wide and 100 mm [4 inches] long, and marks
greater than 25 mm [1 inch] wide and 25 mm [1 inch] long. Repair transverse ripples or streaks greater than 6.35
mm [1/4 inch] in depth as measured by a 3 m [10 foot] straight edge.




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                 Constructed longitudinal joints, with no more than 6.35 mm [1/4 inch] overlap thickness as
measured with a 3 m [10 foot] straight edge, and less than a 76 mm [3 inch] overlap on adjacent passes.
Longitudinal construction joints and lane edges shall coincide with the proposed painted lane lines. Place
overlapping passes, on the uphill side, to prevent ponding of water.

                  Construct transverse joints, with no more than 3 mm [1/8 inch] difference in elevation across the
joint as measured with a 3 m [10 foot] straight edge.

                  Construct edge lines along curbs and shoulders, with no more than 50 mm [2 inches] of horizontal
variance in any 30.5 m [100 foot] location. No runoff in these areas will be permitted.

                  If the micro-surfacing surface course cannot meet these requirements, stop the job until the
problem is corrected.

                     Protect drainage structures, monument boxes, water shut-offs, etc.

          B8.       Open to Traffic
                    The micro-surface must cure sufficiently to prevent pickup by vehicle tires, before it is open to
traffic. Micro-surface carries normal traffic within one hour after application, without any damage occurring.
Protect the new surface from potential damage at intersections and driveways. Repair any damage to the surface, by
traffic, at the Contractor‟s expense.

                     Confirm that the one hour cure is achieved on the first day of production, after construction of the
test strip.

          B9.    Weather Limitations
                 Begin construction when the air and pavement surface temperature are 10°C [50°F], or above and
rising. Placement is not permitted if it is raining. Do not work if the temperature is forecasted to be below 0°C
[32°F] within 48 hours. Do not start work after September 15.

              QUALITY CONTROL
                   The Contractor is responsible for quality control (QC) sampling and testing.

          A.      Emulsion
                  Provide material certification and quality control test results for each batch of emulsion used on
the Project. Include the supplier name, plant location, emulsion grade, and batch number on all reports. The
emulsion must meet all requirements in this specification.

          B.     Aggregate
                 Determine the gradation, sand equivalence, and moisture content. Sample from the micro-
surfacing machine. Sample at a rate of one per 453.6 metric tons [500 tons], or a minimum of one per day of
mixture production.

          B1.      Gradation and JMF Tolerance
                     Run gradation tests according to AASHTO T11 and AASHTO T27 at the stockpile site. Report
results to Mn/DOT, the same day as sample is taken. Provide companion samples if requested by Mn/DOT. The
quality control tolerances for the JMF are listed in TABLE 1. The tolerance range does not extend the specification
limits set in Table 1.

                   Schedule of Price Reduction for Micro-surfacing Construction.
                   Payment for micro-surfacing aggregate by the metric ton [ton] for failing gradation are based on a
2 percent price reduction for each 1 percent passing outside of either a QC tolerance requirements or a gradation
range, for all sieves.

          B2.        Sand Equivalent Test



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                    Determine the Sand Equivalent (AASHTO T176) for each aggregate gradation test. Quality
control tolerance is ±7 percent, of the value established in the mix design (60% minimum). Run the sand equivalent
test at the stockpile site. Report results to Mn/DOT, the same day as sample is taken.

         B3.     Moisture Content
                 Determine the moisture content. Visible changes in moisture require additional testing. An
average daily moisture will be used to calculate the oven dry weight of the aggregate.

         C.      Asphalt Content
                 Calculate and record the percent asphalt content of the mixture from the equipment counter
readings, randomly, a minimum of three times a day. The quality control tolerance is ±0.5 percent for a single test
and the average daily asphalt content is ±0.2 percent from the JMF.

         D.       Application Rate
                  The design application rate shall be the total amount of micro-surfacing material placed to meet
the requirements for cross section, and surfacing. This amount will be the combination of all courses placed.

         E.       Documentation
                  Provide a daily report to Mn/DOT within one working day with the following information:

                          Date, Air Temperature at start up.
                          Beginning and Ending locations for the days work.
                          Length, Width, Total Area (m2 [square yard]) covered for the day.
                          Application Rate (kg/m2 [pounds per square yard]), kilograms [pounds] of aggregate.
                          Daily asphalt spot check reports, liters [gallons] of emulsion, unit mass [weight] of
                           emulsion (kg/liter [pounds per gallon]).
                          Asphalt Emulsion Bill of Lading.
                          Counter Readings (and Beginning, and Ending, and Total).
                          Control Settings, Calibration Values, Percent Residue in Emulsion.
                          Percent of Each Material, Percent of Asphalt Cement.
                          Calibration Forms
                          Aggregate Certification or Shipment of Tested Stock Report
                          Contractor‟s Authorized Signature

                  The Contractor shall sample and test the material in the stockpile to assure the correct
passing material is provided prior to starting micro-surfacing production. Contractor shall perform all tests
according to referenced standards and maintain all quality control documentation and make them available to
Mn/DOT upon request or at completion of work.

          QUALITY ASSURANCE
               Mn/DOT is responsible for quality assurance (QA) sampling and testing.

         A.      Asphalt Emulsion
                 Sample the first shipment. Also, provide one sample for every 200 m³ (50,000 gallons)
(approximately 181.4 metric tons [200 tons]).

         B.      Aggregate
                 Determine the gradation. Sample at a rate of one per 1360 metric tons [1500 tons] of aggregate
used, or a minimum of one sample per Project, which ever is greater.

                  Determine the moisture content. Sample at a minimum rate of once per day.

DBS-2357.1 (2357) BITUMINOUS TACK COAT
Use with any bituminous. Also use with DBS-2356.1 (BITUMINOUS SEAL COAT) and DBS-2356.3 (SEAL
COAT – MICRO-SURFACING).


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                     The provisions of Mn/DOT 2357 are hereby deleted and replaced with the following:

2357.1           DESCRIPTION
                 This work shall consist of the application of bituminous material (emulsion or liquid asphalt) on a
         bituminous or concrete pavement prior to paving a new lift of Hot Mixed Asphalt.

2357.2               MATERIALS

         A        Bituminous Material ......................................................................................................................... 3151
                  The bituminous material for tack coat will be limited to one of the following kinds of emulsified
         asphalt. However, Mn/DOT may authorize the use of medium cure cutback asphalt (MC-250) during the
         early and late construction season when it is anticipated the air temperature may drop below 32 degrees
         Fahrenheit.

                     Allowable grades are as follows:

                     Emulsified Asphalt
                     Anionic.......................................................... SS-1, SS-1h
                     Cationic ......................................................... CSS-1, CSS-1h

                     Cutback Asphalt
                     Medium Cure Liquid Asphalt ....................... MC-250

                 Only Certified Sources are allowed for use. Mn/DOT‟s Certified Source List is located at the
         following link: http://www.dot.state.mn.us/products/index.html.

2357.3               CONSTRUCTION REQUIREMENTS

         A         Restrictions
                   Tack coat operations shall be conducted in a manner that offers the least inconvenience to traffic,
         with movement in at least one direction permitted at all times without pickup or tracking of the bituminous
         material.

                 The tack coat shall not be applied when the road surface or weather conditions are unsuitable as
         determined by Mn/DOT. The daily application of tack coat shall be limited to approximately the area on
         which construction of the subsequent bituminous course can reasonably be expected to be completed that
         day.

         B           Equipment
                     The bituminous material shall be applied with a distributor meeting the requirements of 2321.3C1.

         C        Road Surface Preparations
                  At the time of applying bituminous tack coat material, the road surface shall be dry and clean and
         all necessary repairs or reconditioning work shall have been completed as provided for in the Contract.

                 All objectionable foreign matter on the road surface shall be removed and disposed of by the
         Contractor.

                  Preparatory to placing an abutting bituminous course, the contact surfaces of all fixed structures
         and the edge of the in-place mixture in all courses at transverse joints and in the wearing course at
         longitudinal joints shall be given a uniform coating of liquid asphalt or emulsified asphalt, applied by
         methods that will ensure uniform coating.

         D           Application of Bituminous Tack Coat Material



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                    Unless otherwise indicated in the plans or provisions, the bituminous tack coat material shall be
         applied within the application rates shown below in Table 2357.3-D as based on pavement type or
         condition and type of bituminous material. The Contractor‟s Engineer shall approve the time and rate of
         application. Only a Mn/DOT certified asphalt emulsion supplier is allowed to dilute the emulsion. When
         diluted, the supplier shall provide asphalt emulsion diluted 1 part emulsion to 1 part water. Dilution of
         asphalt emulsion in the field is not allowed. Mn/DOT may waive the tack coat requirement when multiple
         lifts are paved on the same day.

                                                  Table 2357.3-D
                                            Tack Coat Application Rates
  Pavement Type
                                             Application Rate, liter/square meter [gallons/sy]
  or Condition
                                                             Diluted Emulsion
                          Undiluted Emulsion
                                                         (1 part Emulsion to 1 part              MC Cutback2
                       SS-1, SS-1H, CSS-1, CSS-
                                                                   water) 1                       MC-250
                                  1H
                                                       SS-1, SS-1H, CSS-1, CSS-1H
  New HMA            0.14 – 0.23 [0.03 – 0.05]            0.28 – 0.46 [0.06 – 0.10]         0.14 – 0.23 [0.03 – 0.05]
  Aged HMA3 or
                     0.23 – 0.37 [0.05 – 0.08]      0.46 – 0.69 [0.10 – 0.15]               0.23 – 0.37 [0.05 – 0.08]
  Un-milled PCC
  Milled HMA or
                     0.32 – 0.46 [0.07 – 0.10]       0.64 – 0.92[0.14 – 0.20]               0.32 – 0.46 [0.07 – 0.10]
  Milled PCC
        1- As provided by the asphalt emulsion supplier
        2- When approved by Mn/DOT
        3- Older than 1 year

                  The temperature of the bituminous material at the time of application shall be within the limits
         specified following:

                  SS-1, SS-1H, CSS-1, CSS-1H .................. 21 to 71ºC (70 to 160º F)
                  MC-250 ........………………………….... 74 to 104ºC (165 to 220º F)

                  Unless otherwise directed, sand shall be spread on the newly tacked surface at pedestrian
         crossings.

DBS-2357.2 (2357) BITUMINOUS MATERIAL FOR SHOULDER TACK
                  This work shall consist of treating aggregate shoulders with bituminous material, in accordance
with the provisions of Mn/DOT 2357 and the following:

                 Bituminous Material for Shoulder Tack shall consist of emulsified asphalt, meeting Mn/DOT 3151
 for SS-1, CSS-1, or CSS-1h; and shall not be toxic to plant life.

              Water may be added up to 25 percent by volume to the asphalt emulsion as provided for in
 Mn/DOT 2357.3D.

                   Water shall be applied to the ground surface immediately in advance of placing the asphalt
emulsion. The rate and quantity of water to be applied shall be as directed by theContractor. In general, the soil
shall be moistened to a depth of at least 25 mm [1 inch]. Application of water shall be in accordance with Mn/DOT
2130. The asphalt emulsion shall be applied at the rate of 0.81 L per square meter [0.18 gallons per square yard].
During placement, every effort shall be taken to obtain a uniform distribution over the area specified. Distributor
spray bars shall be used to the fullest extent possible and hand held nozzles are to be used only in inaccessible areas.


DBS-2360.1 (2360) PLANT MIXED ASPHALT PAVEMENT
                                            Gyratory Design Specification


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Delete all of Sections 2360 of the Standard Specifications and substitute the following therefore.

                  This Specification requires the Contractor to provide a mix that complies with all of the design,
production, and placement requirements of the specification.


2360.1            DESCRIPTION

                   This work consists of the construction of one or more pavement courses of hot plant mixed
asphalt-aggregate mixture on the approved prepared foundation, base course or existing surface in accordance with
the specifications and in conformity with the lines, grades, thicknesses and typical cross sections shown on the
plans. . Mixture design will be 2360 (gyratory) as described in the Special Provisions through the mixture
designation.

A                 Mixture Designations

                  Mixture designations for asphalt mixtures contain the following information:

         (1)      The first two letters indicate the mixture design type:
                  SP = Gyratory Mixture Design
                  SM = Gyratory Mixture Design for Stone Matrix Asphalt (SMA)

         (2)      The third and fourth letters indicate the course:
                  WE = Wearing and Shoulder Wearing Course
                  NW = Non-Wearing Course

         (3)      The fifth letter indicates the maximum aggregate size:
                  A = 1/2 inch [12.5mm], SP 9.5
                  B = 3/4 inch [19.0mm], SP 12.5
                  C = 1 inch [25.0mm], SP 19.0
                  D = 3/8 inch [9.5mm], SP 4.75
                  E = See provision for SMA design

         (4)      For Gyratory Design:
                  The sixth digit indicates the Traffic Level (ESAL's x 10 6)
                  The requirements for gyratory mixtures in this specification are based on the 20-year design traffic
                  level of the Project expressed in Equivalent Single Axle Loads (ESAL's). The five traffic levels
                  are shown below in Table 2360.1-A.

                                                   Table 2360.1-A
                                                    Traffic Levels
                         Traffic Level            20 Year Design ESAL's (1 x 106 ESAL's)
                               21                                     <1
                               32                                  1 to < 3
                               4                                   3 to < 10
                               5                                  10 to < 30
                               6                                     SMA
                  1 -- (AADT < 2300)
                  2 -- (2300< AADT <6000)

         (5)      The last two digits indicate the air void requirement:
                            40 = 4.0% for SP and SM Wear mixtures
                            30 = 3.0% for SP Non-Wear and Shoulder



Special Provisions – Division 2                                                                          Page 110 of 224
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         (6)      The letter at the end of the mixture designation identifies the asphalt binder grade:

                            Standard Grades Specialty Grades
                            B = PG 58-28    A = PG 52-34
                            C = PG 58-34    H = PG 70-28
                            E = PG 64-28
                            F = PG 64-34
                            L = PG 64-22

Ex: Gyratory Mixture Designation -- SPWEB540E (Design Type, Lift, Agg Size, Traffic Level, Voids, Binder)
Ex: SMA Mixture Designation -- SMWEE640H (Design Type, Lift, Agg Size, Traffic Level, Voids, Binder)

B                 Minimum Lift thickness
                  Minimum design recommended paving lift thickness based on maximum aggregate size are:

                  Aggregate Size D:         Minimum Lift thickness = 1/2 inch [12 mm]
                  Aggregate Size A:         Minimum Lift thickness = 1 inch [25 mm]
                  Aggregate Size B:         Minimum Lift thickness = 1 ½ inch [40 mm]
                  Aggregate Size C (for non-wear only):Minimum Lift thickness = 2 ½ inch [65 mm]

2360.2            MATERIALS

A                 Aggregate

A1                General

                 The aggregate shall consist of sound, durable particles of gravel and sand, crushed stone and sand,
or combinations thereof. It shall be free of objectionable matter such as metal, glass, wood, plastic, brick, rubber,
and any other material having similar characteristics. Coarse aggregate shall be free from coatings of clay and silt.

                  The Contractor shall not compensate for the lack of fines by adding soil materials such as clay,
loam, or silt. Overburden shall not be blended into the asphalt aggregate.

                  Each different material (source, class, kind, or size) shall be fed at a uniform rate from its storage
unit. An individual source, class, type, or size of material shall not be stockpile blended with another source, class,
type or size of material.

A2                Classification

                  The aggregate shall conform to one of the following classifications. The class of aggregate to be
used shall be the Contractor's option unless otherwise specified in the Contract.

A2a               Class A

                   Class A aggregate shall consist of crushed igneous bedrock (specifically; basalt, gabbro, granite,
gneiss, rhyolite, diorite and andosite) and rock from the Sioux Quartzite Formation. Other igneous or metamorphic
rock may be used with specific approval of Mn/DOT. Class A materials may contain no more than 4.0% non-Class
A aggregate. This recognizes the fact that some quarries may contain small pockets of non-Class A material within
that source. Intentional blending or addition of non-Class A material is strictly prohibited!

A2b               Class B

                Class B aggregate shall consist of crushed rock from all other bedrock sources such as carbonate
and metamorphic rocks. (Schist)




Special Provisions – Division 2                                                                             Page 111 of 224
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A2c               Class C

                  Class C aggregate shall consist of natural or partly crushed natural gravel obtained from a natural
gravel deposit.

A2d               Class D

                  Class D aggregate shall consist of 100 percent crushed natural gravel. The crushed gravel shall be
produced from material retained on a square mesh sieve having an opening at least twice as large as the
Specification permits for the maximum size of the aggregate in the composite asphalt mixture. The amount of
carryover (material finer than) the selected screen shall not exceed ten percent.

A2e               Class E

                  Class E aggregate shall consist of a mixture of any two or more of the above classes of approved
aggregate (A, B, and D). The use of Class E aggregate, as well as the relative proportions of the different
constituent aggregates, shall be subject to the approval of Mn/DOT. The relative proportions of the constituent
aggregates shall be accurately controlled either by the use of a blending belt approved by Mn/DOT prior to
production or by separately weighing each aggregate during batching operations.

A2f               Steel Slag

                  Steel slag may not exceed 25 percent of the mass of the total aggregate. Steel slag shall be free of
metallics and other mill waste. Stockpiles will be accepted for use if the total expansion, determined by ASTM
D4792, is less than 0.50%.

A2g               Taconite Tailings (TT)

                  Taconite tailings shall be obtained from ore that is mined westerly of a north-south line located
east of Biwabik, Mn (R15W-R16W); except that taconite tailings from ore mined in southwestern Wisconsin will
also be permitted for use.

                  Approved taconite tailing sources are on file with the Mn/DOT Bituminous Engineer.

A2h               Recycled Asphalt Shingles (RAS)

                 RAS may be included in the mixture to a maximum of 5 percent of the total weight of mixture as
shown in Table 2360.3-B2a. Either manufactured waste scrap asphalt shingles (MWSS) or tear-off scrap asphalt
shingles (TOSS) may be included in the mixture. The percentage of RAS used will be considered part of the
maximum allowable RAP percentage. Refer to Section 2360.2 G1 to select a virgin asphalt binder grade. The ratio
of added new asphalt binder to total asphalt binder shall be 70% or greater ((added binder/total binder) x 100 >= 70).
 A minimum of 1 spotcheck per day per mixture blend is required to determine new added binder.

                  All RAS materials shall be processed to meet the following gradation requirements:

                                              Gradation (% passing)
                                   Sieve Size (inch [mm])   (% passing)
                                       1/2 inch [12.5 ]         100
                                          #4 [4.75]              90

                  To conduct the gradation testing, a 500-700 gram sample of processed shingle material is air dried
and then dry sieved over the 1/2" and #4 sieves and then weighed.

                Shingle asphalt binder content is to be determined by chemical extraction, Mn/DOT Lab
Procedure 1851 or 1852.


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                 An aggregate bulk specific gravity (Gsb) of 2.650 may be used in lieu of determining the shingle
aggregate Gsb by Mn/DOT 1205 (AASHTO T84).

                    RAS shall not contain extraneous waste materials. Extraneous materials including, but not limited
to, metals, glass, rubber, nails, soil, brick, tars, paper, wood, and plastics shall not exceed 0.5 percent by weight as
determined on material retained on the No. 4 (4.75-mm) sieve. To conduct deleterious material testing, a 500-700
gram sample of processed shingle material is sieved on the #4 sieve and any extraneous waste material is picked and
weighed.

                  RAS shall be stockpiled separate from other salvage material. Blending of RAS in a stockpile with
other salvage material is prohibited. Blending of MWSS and TOSS is not allowed. Blending of a virgin sand
material with the processed shingles, to minimize agglomeration of the shingle material, is allowed, but, the blended
sand must be accounted for in the mixture design.

                 Before a Mixture Design Report for a particular mixture is authorized, the following shall be
submitted, along with materials and paperwork required by 2360.3:

         I.       Certification, of the RAS, by the processor. Certification forms for both MWSS and TOSS are
                  located on the Mn/DOT Bituminous Office website at:
                  www.dot.state.mn.us/materials/bituminous.html

A2i               Crushed Concrete and Salvaged Aggregate

                Crushed concrete is allowed as an aggregate source for up to 50 percent of the aggregate in
non-wear mixtures. Crushed concrete is not allowed in wearing courses.

                 Salvaged aggregate is allowed as an aggregate source for up to 100 percent of the aggregate in
wear and non-wear mixtures. All salvaged aggregate shall be stockpiled uniformly to limit variation in mixture
properties. Salvaged aggregates shall meet quality and crushing requirements as specified herein.

A2j               Sewage Sludge Ash (SSA)

                Sewage sludge ash is allowed as an aggregate source in both wear and non-wear courses to a
maximum of 5 percent of the total weight of mixture. Only SSA that meets the Tier II hazard evaluation criteria as
approved by Mn/DOT's Office of Environmental Services, Environmental Analysis Section, will be allowed for use
in the mixture.

                  Approved sewage sludge ash sources are on file with the Mn/DOT Bituminous Engineer.

A3                Recycled Asphaltic Pavement Materials (RAP)

                   The combined RAP and virgin aggregate shall meet the composite coarse and fine aggregate
angularity for the mixture being produced. RAP containing any objectionable material, i.e., road tar, metal, glass,
wood, plastic, brick, fabric, or any other objectionable material having similar characteristics will not be permitted
for use in the asphalt pavement mixture.

                  Asphalt binder content in the RAP shall be determined according to Mn/DOT Lab Manual Method
1851 or 1852.

B                 Manufactured Crushed Fines (-4 material)

                  All Class A, B, D, and E material that passes the #4 [4.75 mm] screen will be considered as
crushed fines.

                  Manufactured Crushed Fines (-4 material) from Class C Aggregate. Produce manufactured
crushed fines (-4 material) from a gravel source by passing the gravel over a selected screen, 3/8 inch [9.5 mm] or


Special Provisions – Division 2                                                                            Page 113 of 224
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larger, prior to mechanical crushing. The material which passes the 3/8 inch [9.5 mm] screen shall not be
incorporated into the manufactured crushed fines but may be used as it qualifies for natural sand. The amount of
carryover (material finer than) the selected screen shall not exceed ten percent.

                 The material retained on the 3/8 inch [9.5 mm] screen shall be crushed. The material that passes
the #4 [4.75 mm] screen, after crushing, will be considered as 100% crushed fines. Material retained on the #4
[4.75 mm] screen after crushing will not be counted as +4 crushing until tested.

C                 Quality Requirements

C1                Los Angeles Rattler Test                                                           AASHTO T96

                  The Los Angeles Rattler loss on the coarse aggregate fraction (material retained on the #4
[4.75 mm] sieve shall not exceed 40 percent for any individual source used within the mix. An aggregate proportion
which passes the #4 [4.75 mm] sieve and exceeds 40 percent LAR loss on the coarse aggregate fraction is prohibited
from use in the mixture.

C2                Soundness (Magnesium Sulfate)                                                      AASHTO T104

                  The magnesium sulfate soundness loss at 5 cycles on the coarse aggregate fraction (material
retained on the #4 [4.75 mm]) shall not exceed the following for any individual source used within the mix: *

         a)       No more than 14 % loss on the 3/4 inch [19 mm] to 1/2 inch [12.5 mm] and larger fractions.
         b)       No more than 18% loss on the 1/2 inch [12.5 mm] to 3/8 inch [9.5 mm] fraction.
         c)       No more than 23% loss on the 3/8 inch [9.5 mm] to #4 [4.75 mm] fraction.
         d)       No more than 18% for the composite loss. (Applies only if all three size fractions are tested).

         * 1)     If the composite requirement is met but one or more individual components do not, the source may
                  be accepted if no individual component is more than 110% of the requirement for that component.

          2)      If each individual component requirement is met but the composite does not, the source may be
                  accepted if the composite is no greater than 110% of the requirement.

                Coarse aggregate that exceeds the requirements listed above shall not be processed for use as
minus #4 [4.75 mm] material.

C3                Spall Materials and Lumps                                        Mn/DOT Laboratory Manual

                  Spall is defined as shale, iron oxide, unsound cherts, pyrite, highly weathered and/or soft phyllite
and argillite (may be scratched with a brass pencil), and other materials having similar characteristics.

                  Lumps are defined as loosely bonded aggregations and clayey masses. If the percent of lumps
measured in the stockpile or cold feed exceed the values listed below, asphalt production shall cease and compliance
shall be determined by dry batching.

                Maximum limits for Spall and lumps, expressed as percentages by mass, are listed in
Table 2360.3-B2a.

C4                Insoluble Residue Test                                           Mn/DOT Laboratory Manual

                   If Class B carbonate material is used in the mix, the minus #200 [0.075 mm] sieve size portion of
the insoluble residue shall not exceed 10 percent.

To be used on District 6 jobs only.




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                  If crushed carbonate quarry rock (limestone or dolostone) is used the minus 75 m [#200] sized
                  portion of the rock insoluble residue shall not exceed 10% by weight. The insoluble residue test
                  procedure is on file in the Mn/DOT Materials Laboratory.

                  Blending of sources and/or beds with an insoluble residue up to 15% is allowed to meet the 10%
                  insoluble residue requirement. Individual beds thinner than 150 mm [6 inches] up to 5% of the
                  total face height, are exempt from the 15% maximum insoluble residue requirement. However, the
                  aggregate producer shall practice good quality control at all times and exclude poor quality stone
                  to the extent practical, regardless of the bed thickness and/or pocket size and location.

                  No carbonate quarry rock from the Platteville Geological Formation is allowed.

D                 Aggregate Restrictions

                  Class B carbonate aggregate restrictions are specified in Table 2360.3-B2a.

E                 Gradation Requirement

                  The coarse and fine aggregate shall be combined in such proportions to produce an asphalt
mixture meeting all of the requirements defined in this specification and shall conform to the gradation as defined in
Table 2360.2-E. Gradation testing shall be conducted in accordance with AASHTO T-11 (-#200 [-0.075 mm] wash)
and T-27.
                                                  Table 2360.2-E
                                        Aggregate Gradation Broad Bands
                                      (% passing of total washed gradation)
                Sieve Size                                                                           E
                                      A             B               C             D
               (inch [mm])                                                                        (SMA)
              1 inch [25.0]                                        100                     See SMA Provisions
             3/4 inch [19.0]                       100           85-100
             1/2 inch [12.5]         100         85-100           45-90
              3/8 inch [9.5]       85-100         35-90             -            100
                 #4 [4.75]          25-90         30-80           30-75         65-95
                 #8 [2.36]          20-70         25-65           25-60         45-80
              #200 [0.075]         2.0-7.0       2.0-7.0         2.0-7.0       3.0-8.0



F                 Additives

                  An additive is any material added to an asphalt mixture or material, such as mineral filler,
hydrated lime, asphalt additives, anti-strip, and similar products.

                  Additives will not be incorporated into the mixture without approval of Mn/DOT. Anti-foaming
agents shall be added to asphalt cement at the manufacturer's recommended dosage rate. Mineral filler and hydrated
lime may be added in a quantity not to exceed 5 percent and 2 percent, respectively, of the total mass of the
aggregate. The combination of mineral filler and hydrated lime shall not exceed 5 percent of the total mass of
aggregate.

F1                Mineral Filler                                                                                 3145

F2                Hydrated Lime                                                                                  3145

               Hydrated lime used in asphalt mixtures shall meet the requirements of ASTM C977 and have a
maximum of eight percent unhydrated oxides (as received basis).



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F3                Liquid Anti-Stripping Additive

                    When a liquid anti-strip additive is added to the asphalt binder, blending shall be completed before
the asphalt binder is mixed with the aggregate. Liquid anti-strip additives that alter the asphalt binder, such that it
fails to meet the Performance Grade (PG) requirements, shall not be used. Liquid anti-strip may be added by the
supplier at the refinery or by the Contractor at the plant site. The company/supplier adding the additive shall be
responsible for testing the binder/additive blend to ensure compliance with the AASHTO M 320, Standard
Specification for Performance Graded Asphalt Binder. No paving will be allowed until the asphalt binder/additive
blend has been tested and results show that binder/additive blend properties meet the criteria in Section 2360.2G.
The testing shall be done in accordance with a Mn/DOT approved Asphalt Binder QC Plan. Requirements for the
Asphalt Binder QC Plan are on file in the Mn/DOT Bituminous Office.

                   The following requirements for HMA mixture and asphalt binder must also be met when liquid
anti-strip is added at the HMA plant site.

         Mixture Requirements at Design:

         1)       The Contractor shall design the mixture with the same asphalt binder that will be supplied to the
                  plant site. (Both Laboratory Mixture Design (Option 1) and Modified Mixture Design (Option 2).
         2)       The Contractor shall provide documentation with either design option that includes Tensile
                  Strength Ratio results with the liquid anti-strip dosed at the optimal rate. Documentation must
                  include verification the binder/additive blend meets AASHTO M 320 at the optimal dose rate.

         Contractor Production Testing Requirements for Asphalt Binder/Liquid Anti-Strip Blend:

         1)       The Contractor shall, on a daily basis, sample and test the asphalt binder/anti-strip blend. Testing
                  of the blend can be by viscosity, penetration, or dynamic shear rheometer (DSR). When a
                  polymer modified asphalt binder is specified, the Contractor shall use the DSR as the daily QC
                  test.
         2)       The Contractor shall submit to Mn/DOT a weekly QC report summarizing the results of the daily
                  testing as required in number 1.
         3)       The Contractor shall, on a bi-weekly basis, test the binder/anti-strip blend to ensure compliance
                  with the AASHTO M 320, Standard Specification for Performance Graded Asphalt Binder
                  (minimum 1/project). Test results shall be submitted to Mn/DOT.
         4)       In addition to the sampling requirements listed above, the Contractor shall obtain asphalt
                  binder/anti-strip blend field verification samples according to 2360.4 E12.

         Liquid Anti-Strip Additive Metering System:

         1)       The metering system shall include a liquid anti-strip flow meter in addition to an anti-strip pump.
                  The flow meter shall be connected to the liquid anti-strip supply to measure and display only the
                  anti-strip being fed to the asphalt binder.
         2)       The meter readout shall be positioned for convenient observation.
         3)       There shall be a means provided for comparing the flow meter readout with the calculated output
                  of the anti-strip pump. See number 7.
         4)       The system shall display in units of gallons [liters] to the nearest gallon [liter] or in units of tons
                  [metric tons] to the nearest 0.001 tons [0.001 metric tons], the accumulated anti-strip quantity
                  being delivered to the mixer unit.
         5)       The system shall be calibrated and adjusted to maintain an accuracy of ± one percent error.
         6)       Calibration shall be required for each plant set-up prior to production of mixture.
         7)       Mn/DOT may require, on a daily basis, the Contractor "stick" the anti-strip tank at the end of the
                  days production to verify anti-strip usage quantities.
         8)       The system shall provide for a convenient method for sampling the binder/anti-strip after blending
                  has occurred.
         9)       Alternative blending and metering systems shall be Approved by Mn/DOT.



Special Provisions – Division 2                                                                            Page 116 of 224
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F4                Coating and Anti-Stripping Additive                                                            3161

G                 Asphalt Binder Material                                                           AASHTO M 320

                  Asphalt binder material shall meet the requirements of PG asphalt binder testing tolerances,
sampling rates, testing procedures, and acceptance criteria based on the most current Mn/DOT Technical
Memorandum, titled "Inspection, Sampling, and Acceptance of Bituminous Materials." The PG asphalt binder
cannot be modified with air blowing procedures unless the Mn/DOT Bituminous Engineer approves it. The
Contractor shall not use petroleum distillates such as fuel oil, diesel fuel or other fuels in the asphalt tanks. A
statement shall be provided by the supplier for recommended laboratory mixing and compaction temperatures and
field maximum mixing and compaction temperatures.

G1                Asphalt Binder Selection Criteria for All Mixtures with RAP

               Specified PG Asphalt                             RAP Percentage
                  Binder Grade                       20% RAP                  > 20% RAP
               PG XX-28 & PG 52-34               Use Specified Grade        Use Specified Grade
                    PG XX-34                     Use Specified Grade        Use Blending Chart*

*The use of a blending chart, to verify compliance with the specified binder grade, is required when RAP is > 20%.
Blending chart procedure is on file in the MnDOT Chemical Laboratory. Mn/DOT may take production samples for
information/verification of compliance with the specified asphalt binder grade.


2360.3            MIXTURE DESIGN

A                 Mixture Design General

                  The asphalt mix may be designed using one of the following two Contractor trial mix design
options as described in 2360.3B and 2360.3D. All mixture design test results, documentation, aggregate material
samples, and mixture samples, as required by the trial mix design option, shall be submitted to Mn/DOT. Unless
otherwise authorized by Mn/DOT, the addition of aggregates and materials not included in the original mixture
submittal is prohibited.

                  It is the Contractor's responsibility to design a gyratory mixture in accordance with the most
current AASHTO T-312 (Mn/DOT modified), the Asphalt Institute's Superpave Mix Design Manual SP-2 (2-hour
short term aging period is used for volumetric), and the Mn/DOT Laboratory Manual such that it meets the
requirements of this specification.

B                 Laboratory Mixture Design (Option 1)

                 To verify Laboratory Mixture Design compliance with these specifications, the Contractor shall
submit mixture design test results and documentation as described in Section 2360.3C and the materials described
below to Mn/DOT.

B1                Aggregate sample

                   At least 15 working days prior to the start of asphalt production, the Contractor shall submit
aggregate samples for quality testing. An 80 pound [35 kg] sample of representative aggregate retained on the
#4 sieve [4.75 mm] and a 35 pound [15 kg] sample of material passing the #4 sieve [4.75 mm] shall be submitted to
a certified laboratory. In addition to the preceding requirements the Contractor shall also submit an 80 pound [35
kg] sample of representative RAP material and/or a 10 pound [5 kg] sample of representative RAS material when
the mixture includes asphaltic recycled materials. The Contractor shall provide 24 hour notice of intent to sample
aggregates. These samples will be tested for quality of each source, class, type, and size of virgin and non-asphaltic



Special Provisions – Division 2                                                                          Page 117 of 224
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salvage aggregate source used in the mix design. The Contractor shall retain a companion sample of equal size until
a Mixture Design Report is issued. Quality requirements are defined in Section 2360.2C.

                   Aggregates that require the magnesium sulfate soundness test shall be submitted to a certified
laboratory for testing at least 30 calendar days prior to the start of asphalt production. Dispute resolution procedures
for aggregate qualities are on file in the Mn/DOT Bituminous Office.

B2                Mixture sample

                  At least 7 working days prior to the start of asphalt production, the Contractor shall submit in
writing a proposed Job Mix Formula (JMF) for each combination of aggregates to be used in the mixture. The JMF
will be reviewed by Mn/DOT. A Level II Quality Management mix designer must sign the proposed JMF. For each
JMF submitted, the Contractor shall include test data to demonstrate conformance to mixture properties as specified
in Table's 2360.3-B2b and 2360.3-B2c. The proposed JMF shall be submitted on forms approved by Mn/DOT. In
addition, the Contractor shall submit an uncompacted mixture sample plus briquettes compacted at the optimum
asphalt content and required compactive effort conforming to the JMF for laboratory examination and evaluation.
Mixture sample size and number of compacted briquettes are as follows:

                                                Table 2360.3-B2
                                        Mixture Sample Requirements
                                         Item                    Gyratory Design
                         Un-compacted Mixture Sample Size       75 pounds [30 Kg]
                         Number of compacted briquettes                 2

B2a               Mixture Aggregate Requirements

                 The aggregate fractions shall be sized, graded, and combined in such proportions that the resulting
mixture will meet the requirements listed in Section 2360.2-E and Table 2360.3-B2a shown below.




Special Provisions – Division 2                                                                           Page 118 of 224
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                                                 Table 2360.3-B2a
                                          Mixture Aggregate Requirements
                                               Traffic        Traffic           Traffic       Traffic         SMA
        Aggregate Blend Property               Level 2        Level 3           Level 4       Level 5       T. Level 6
                                                                                 3 - 10       10 – 30       See SMA
         20 year Design ESAL's                 <1 million     1 - 3 million
                                                                                million       million       Provisions
Min. Coarse Aggregate Angularity
(ASTM D5821)
                                                  30/-            55 / -         85 / 80      95 / 90           -
(one face / two face), %- Wear
                                                  30/-            55 / -          60/ -       80 / 75
(one face / two face), %- Non-Wear
Min. Fine Aggregate Angularity (FAA)
(AASHTO T304, Method A) %- Wear                  40(2)             42              44            45             -
%-Non-Wear                                       40(2)             40              40            40
Flat and Elongated Particles, max % by                             10              10            10
                                                   -                                                            -
   weight, (ASTM D 4791)                                       (5:1 ratio)     (5:1 ratio)   (5:1 ratio)
Min. Sand Equivalet (AASHTO T 176)                 -                -              45            45             -

Max. Total Spall in fraction retained on
the #4 [4.75mm] sieve – Wear                      5.0              2.5             1.0          1.0             -
Non-Wear                                          5.0              5.0             2.5          2.5
Maximum Spall Content in Total Sample
– Wear                                            5.0              5.0             1.0          1.0             -
Non-Wear                                          5.0              5.0             2.5          2.5
Maximum Percent Lumps in fraction
                                                  0.5              0.5             0.5          0.5             -
retained on the #4 [4.75mm] sieve
Class B Carbonate Restrictions
Maximum% -#4 [-4.75mm]
                                                                                                                -
                  Final Lift/All other Lifts    100/100         100/100          80/80         50/80
Maximum% +#4 [+4.75mm]
                                                                                                                -
                  Final Lift/All other Lifts    100/100         100/100          50/100        0/100

Max. allowable RAP percentage(1)
                                                  30/40              30/30          30/30         30/30           -
Wear / Non Wear
                                        (2)
Max. allowable scrap shingles–MWSS
                                                    5/5               5/5            5/5            5/5           -
Wear/Non Wear
                                       (2)
Max. allowable scrap shingles –TOSS
                                                    5/5               5/5            0/5            0/0           -
Final Lift/All other Lifts
  (1)      When shingles are included as part of the allowable RAP percentage in Traffic Level 2, 3, 4, or 5 mixtures
           the ratio of added new asphalt binder to total asphalt binder shall be 70% or greater ((added binder/total
           binder) x 100 >= 70). A minimum of 1 spotcheck per day per mixture blend is required to determine new
           added binder.
 (2)       MWSS is manufactured waste scrap shingle and TOSS is tear-off scrap shingle.


 B2b               Mixture Requirements

                 Mixture evaluation will be based on the trial mix tests and the corresponding requirements listed in
 Table 2360.3-B2b and Table 2360.3-B2c.




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                                                   Table 2360.3-B2b
                                                Mixture Requirements
                                           Traffic Level Traffic Level       Traffic Level    Traffic Level       SMA
                                                 2              3                  4                5           T. Level 6
                                                                                                10 – 30         See SMA
       20 year Design ESAL's                < 1 million     1 - 3 million    3 - 10 million
                                                                                                 million        Provisions
Gyratory Mixture Requirements
Gyrations for Ndesign                           40               60               90               100
%Air Voids at Ndesign, -- Wear                  4.0              4.0              4.0              4.0
%Air Voids at Ndesign, -- Non-Wear &            3.0              3.0              3.0              3.0
All Shoulder
Adjusted Asphalt Film Thickness,
                                                8.5              8.5              8.5               8.5
micron (µ), min
Tensile Strength Ratio (1), min%               75(2)            75(2)            80(3)             80(3)
Fines/Effective Asphalt                      0.6 – 1.2        0.6 – 1.2        0.6 – 1.2         0.6 – 1.2

 (1)       See Section 2360.4 E9. Use 6 inch [150mm] specimens.
 (2)       Mn/DOT Min = 65, (3) Mn/DOT Min = 70

 B2c               Primary Control Sieve

                   The primary control sieve is used to define coarse and fine graded mixtures. The determination of
 coarse and fine graded mixtures will be based on the percentage of material passing the #8 [2.365 mm] sieve as shown
 below in Table 2360.3-B2c.

                                                 Table 2360.3-B2c
                                           Primary Control Sieve Table
                                              Fine Mixture           Coarse Mixture
                            Gradation
                                           % Pass #8 [2.36 mm]    % Pass #8 [2.36 mm]
                               A                   > 47                   47
                               B                  > 39                     39
                               C                  > 35                     35
                               D                   -----                  -----

 B2d               Adjusted Asphalt Film Thickness (Adj. AFT)

                   The adjusted asphalt film thickness of the mixture at design and during production shall meet the
 minimum criteria as shown in Table 2360.3-B2b. Adjusted Asphalt Film Thickness is based on the calculated
 aggregate surface area (SA) and the effective asphalt binder content. The procedure for calculating Adj. AFT is
 outlined below:

 B2d (1)           Aggregate Surface Area (SA)

                   The aggregate surface area (SA) is calculated by using the following formula (1):

                            SA = 2 + 0.02a + 0.04b + 0.08c + 0.14d + 0.30e + 0.60f + 1.60g

                   Where:

                            SA = Aggregate Surface Area in SF/lb. of dry aggregate

                   a, b, c, d, e, f and g are the percent of total aggregate passing the #4, #8, #16, #30, #50, #100 and
                   #200 sieves, respectively. The percent passing each of the sieves shall be rounded to the nearest 1
                   percent, except for the #200 sieve, which shall be rounded to the nearest 0.1 percent.


 Special Provisions – Division 2                                                                             Page 120 of 224
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                  (1)       Mixtures with a combined (-) #4 Gsb less than 2.580, or greater than 2.700, will have the
                            calculated SA adjusted accordingly. The SA will be increased for mixtures with a
                            combined (-) #4 Gsb less than 2.580, and decreased for mixtures with a combined
                            (-) #4 Gsb greater than 2.700. The SA adjustment procedure is as follows: Adjusted
                            SA = SA x (2.650 ÷ Mixture (-) #4 Gsb). There will be no SA adjustment for mixtures
                            with a combined (-) #4 Gsb between 2.580 and 2.700.

B2d (2)           Adjusted Asphalt Film Thickness (Adj. AFT)

                  Adjusted Asphalt Film Thickness is calculated as follows:

                  Adj. AFT = AFT + 0.06(SA-28)


                  Asphalt film thickness (AFT) is calculated by the following formulas:

                            AFT = Pbe x 4870
                                  100 x Ps x SA

                  Where:
                            AFT = Asphalt Film Thickness in microns
                            Pbe = Effective Asphalt Content as a percent of the total mixture
                            4870 = Constant Conversion Factor
                            Ps = Percent Aggregate in Mixture /100, or (100-Pb) /100
                            Pb = Percent Total Asphalt Cement in Mixture
                            SA = Calculated Aggregate Surface Area in SF/lb.

                        The Adjusted AFT will be greater than the AFT if the SA is greater than 28.0 SF/Lb., and will
                        be less than the AFT if the SA is less than 28.0 SF/Lb.

B3                Tensile Strength Ratio sample

                   Mixture or briquettes that represent the mixture at optimum asphalt content, shall be submitted at
least 7 days prior to actual production for verification of moisture sensitivity retained tensile strength ratio (TSR).
Material submitted for TSR verification may be tested for maximum specific gravity G mm compliance in addition to
TSR results. Failure to meet the Gmm tolerance will result in rejection of the submitted mix design. A new mix
design submittal will be required and will be subject to provisions described in Section 2360.3C. One of
the following options may be used to verify that the tensile strength ratio (TSR) meets the requirements in
Table 2360.3-B2b.

                  Option A) The Contractor will batch material at the design proportions including optimum asphalt.
 Immediately (before curing) split the sample and allow samples to cool to room temperature. Submit 77 pounds [35
kg] of mixture to Mn/DOT. Both groups will use a two (2) hour cure time (+ 15 minutes) at 290oF [144oC] and
follow procedures in ASTM D 4867-92, Mn/DOT modified as defined in the Mn/DOT Laboratory Manual.

                  Option B) The Contractor batches, cures (as indicated in option A), compacts, and submits
briquettes and uncompacted mixture as specified below.

                                                  Table 2360.3-B3
                                          Option B Mixture Requirements
                                            Item                    Gyratory Design
                         Un-compacted Mixture Sample Size                 8,200 g
                         Number of compacted briquettes(1)                   6
                         Compacted briquette air void content           6.5 – 7.5%
                           (1)
                               6 inch [150mm] specimens

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B4                Aggregate Specific Gravity                    AASHTO T84 and T85, Mn/DOT Modified

                  The Contractor shall determine the specific gravity of all aggregate used in the mixture.

C                 Documentation

                Each proposed JMF submitted for review under Section 2360.3B and 2360.3D shall include the
following documentation and test results.

         (1)      The name(s) of the individual(s) responsible for the Quality Control of the mixture during
                  production.
         (2)      The low project number of the Contract on which the mixture will be used.
         (3)      The design traffic level and the design number of gyrations.
         (4)      The temperature ranges the mixture is intended to be discharged from the plant and compacted at
                  the roadway shall be provided by the asphalt binder supplier. Temperatures to be included are,
                  laboratory mixing and compaction temperature ranges and maximum field mixing and compaction
                  temperatures..
         (5)      The percentage in units of 1 percent (except the #200 sieve [0.075 mm] in units of 0.1 percent) of
                  aggregate passing each of the specified sieves (including the #16, #30, #50, and #100) for each
                  aggregate to be incorporated into the mixture. The gradation of aggregate from salvaged asphaltic
                  material shall be derived from the material after the residual asphalt has been extracted.
         (6)      The source and description of the materials to be used. The aggregate pit or quarry source
                  number. The proportion of each material (in percent of total aggregate).
         (7)      The composite gradation based on (5) and (6) above. Note: Include virgin composite gradation
                  based on (6) and (7) above for mixtures containing RAP/RAS.
         (8)      The bulk (dry) and apparent specific gravities and water absorption (by % weight of dry
                  aggregate) of both coarse and fine aggregate, for each product used in the mixture (including
                  RAP/RAS). Use AASHTO T-84 and T-85 Mn/DOT modified as defined in the Mn/DOT
                  Laboratory Manual. The tolerance allowed between the Contractor's and Mn/DOT‟s specific
                  gravities are Gsb (individual) = 0.040 [+4 AND -4] and Gsb (combined) = 0.020.
         (9)      The composite gradation plotted on a FHWA 0.45 power chart. (Federal form PR-1115)
         (10)     The test results from the composite aggregate blend at the proposed JMF proportions indicating
                  compliance with Coarse Aggregate Angularity, Fine Aggregate Angularity, and Flat and
                  Elongated as shown in Table 2360.3-B2a.
         (11)     For mixtures containing RAP/RAS include extracted asphalt binder content of the RAP/RAS with
                  no retention factor included.
         (12)     The percentage (in units of 0.1 percent) and PG grade of asphalt binder material to be added,
                  based upon the total mass of the mixture.
         (13)     Each trial mixture design shall include the following:
                  (a)       A minimum of three different asphalt binder contents (minimum 0.4 percent between
                            each point), with at least one point at, one above and one below the optimum asphalt
                            binder percentage.
                  (b)       The maximum specific gravity at each asphalt binder content. The theoretical maximum
                            specific gravity used for percent air voids determination shall be calculated based on the
                            average of the effective specific gravities measured by a minimum of two maximum
                            specific gravity tests at the asphalt contents above and below the expected optimum
                            asphalt binder content.
                  (c)       The test results for the individual and average bulk specific gravity, density, and heights,
                            of at least two specimens at each asphalt binder content.
                  (d)       The percent air voids in the mixture at each asphalt binder content.
                  (e)       The Adj. Asphalt Film Thickness (Adj. AFT) at each asphalt binder content.
                  (f)       The fines to Effective Asphalt (F/A) ratio calculated to the nearest 0.1 percent.
                  (g)       TSR results at the optimum asphalt binder content.
                  (h)       Graphs showing air voids, adjusted AFT, Gmb, Gmm and unit weight vs. percent asphalt
                            binder content for each of the three asphalt binder contents submitted with trial mix.


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                  (i)      Evidence the completed mixture will conform to design air voids (V a), Adj. AFT, TSR,
                           F/Ae (Fines to effective asphalt ratio).
                  (j)      The documentation shall also include labeled gyratory densification tables and curves
                           generated from the gyratory compactor for all points used in the mixture submittal.
         (14)     Optional Add-Rock/Add-Sand Provisions
                  If the Contractor chooses to use the add-material option to augment the submitted JMF, the
                  Contractor shall provide samples of the aggregate for quality analysis in accordance with Section
                  2360.3B1. The Contractor shall provide mix design data for two additional design points per
                  add-material. One point shall show a proportional adjustment to the submitted JMF that includes
                  5 percent, by mass, add-material at the JMF optimum asphalt percent. The second point shall
                  show a proportional adjustment to the submitted JMF that includes 10 percent, by mass,
                  add-material at the JMF optimum asphalt percent. The following information will be reported for
                  each of these two points:
                  (a)      The maximum specific gravity (average of two tests).
                  (b)      The test results for the individual and average bulk specific gravity, density, and height of
                           at least two specimens at the optimum asphalt binder content.
                  (c)      The percent air voids in the mixture for each point.
                  (d)      The Fines to Effective Asphalt ratio calculated to the nearest 0.1 of a percent.
                  (e)      Coarse and Fine Aggregate crushing counts
                  (f)      The Adjusted Asphalt Film Thickness

                  Up to two add-materials will be allowed per mix design submittal. Aggregate quality and mix
                  characteristics are required for each proposed add-material and shall be submitted at the time of
                  the original trial mix submittal. No mixture sample or briquettes are required for these two
                  additional points.

D                 Modified Mixture Design (Option 2)

                 The Contractor shall submit mixture design test results and documentation as described in Section
2360.3C to Mn/DOT. Mixture submittal is not required. The Contractor may use this option if all of the following
conditions are met:

         a)       The aggregates must have been tested for and meet all applicable quality requirements in the
                  current construction season.
         b)       The Level II mix designer submitting the mixture design must have a minimum of 2 years
                  experience in mixture design.

D1                JMF Submittal

                 At least 2 working days prior to the start of asphalt production, the Contractor shall submit in
writing a proposed Job Mix Formula (JMF) for each combination of aggregates to Mn/DOT. A Level II Quality
Management mix designer must sign this proposed JMF. For each JMF submitted, the Contractor shall include
documentation as outlined in Section 2360.3C to demonstrate conformance to mixture properties as specified in
Table 2360.3-B2b and 2360.3-B2c. The proposed JMF shall be submitted on forms approved by Mn/DOT.

D2                Initial Production Test Verification

                  At the start of production, the testing frequency for the first 1,800 metric tons [2,000 tons] of each
mix type shall be as specified in Table 2360.4-D.

                   All mixture placed on Mn/DOT projects shall meet the specified quality indicators and required
field density. Failure to do so will result in reduced payment or removal and replacement with acceptable material.

                 Mn/DOT may take a mix verification sample within the first four samples at the start of
production of each mix type.



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D3                Tensile Strength Ratio sample

                  See Section 2360.4E9

E                 Mixture Design Report

                   A Mixture Design Report consists of the JMF (Job Mix Formula). The JMF includes composite
gradation, aggregate component proportions, asphalt binder content of the mixture, design air voids, adj. asphalt film
thickness, and aggregate bulk specific gravity values. JMF limits will be shown for gradation control sieves (JMF
limits will be aggregate gradation broadbands shown in Table 2360.2-E), percent asphalt binder content, air voids,
and Adj. Asphalt Film Thickness.

                 A Mixture Design Report is required for all paving except for small quantities of material
provided under Section 2360.5H. All submitted materials must meet aggregate and mixture design requirements
before a Mixture Design Report is issued.

                   For city, county, and other agency projects, the Contractor shall provide a complete Project
proposal including addenda, supplemental agreements, change orders, and any Plan sheets (including typical
sections) that affect the mix design.


2360.4 MIXTURE QUALITY MANAGEMENT (Quality Control/Quality Assurance)

A                 Quality Control (QC)

                   The Contractor shall provide and maintain a quality control program for HMA production. A
quality control program is defined as all activities, including mix design, process control inspection, sampling and
testing, and necessary adjustments in the process that are related to the production of a hot mix asphalt (HMA)
pavement which meets the requirements of the specifications.

A1                Contractor Certified Plant HMA

A1a               Certification Procedure

                  The Contractor shall:

         (1)      Complete application form and request for plant inspection.
         (2)      Provide a site map of stockpile locations.
         (3)      Pass plant and testing facility inspection by having the Plant Inspector and Bituminous Plant
                  Authorized Agent complete and sign the Asphalt Plant Inspection Report (TP 02142-02,
                  TP 02143-02). By signing the Asphalt Plant Inspection Report, the plant authorized agent agrees
                  to calibrate and maintain all plant and laboratory equipment within allowable tolerances set forth
                  in these specifications, Standard Specifications for Construction, and the Mn/DOT Bituminous
                  Manual.
         (4)      Obtain a Mixture Design Report prior to production.

A1b               Maintaining Certification

                  To maintain certification, the plant must produce, test, and document all certified plant asphalt
mixtures in accordance with the above requirements on a continuous basis. Continuous basis means all asphalt
mixtures supplied from a certified plant to any project with 2360 asphalt mixtures must be sampled and tested in
accordance with 2360 requirements and the Schedule of Materials Control.

                   The Contractor shall assure the plant certification procedure is performed annually after winter
suspension and before producing material for a Project. In addition, a first day sampling and testing frequency rate
as stated in Table 2360.4-D shall be followed.


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                  The Contractor shall recertify a plant when it is moved to a new location or a previously occupied
location.

A1c               Revocation of Plant Certification

                   The Department Construction Engineer may revoke certification of an asphalt plant when
requirements are not being met or records are falsified. The Department may revoke the Technician Certification
for the individual involved.

                The Department Bituminous Engineer and Department Contract Administrator will maintain a list
of companies who have had their asphalt plant certification revoked.

B                 Quality Assurance (QA)

                 The Department will perform QA testing as part of the acceptance process. The Engineer is
responsible for QA testing, records, and acceptance. The Engineer will accomplish the QA process by:

            (1)   Conducting Quality assurance and verification sampling and testing.
            (2)   Observing sampling and tests performed by the QC personnel.
            (3)   Taking additional samples at any time and any location during production.
            (4)   Monitoring the required QC summary sheets and control charts.
            (5)   Verifying calibration of laboratory testing equipment.
            (6)   Communicating Mn/DOT test results to the Contractor's QC personnel in a timely manner (See
                  2360.4M and 2360.4N).
            (7)   Ensuring Independent Assurance Sampling and testing requirements are met.

C                 Contractor's Quality Control

C1                Personnel Requirements

                  Along with the proposed mix design data, the Contractor shall submit to the Engineer an
organizational chart listing the names and phone numbers of individuals and alternates responsible for mix design,
process control administration, and inspection. The Contractor shall also post a current organizational chart and if
required by the Engineer, post a daily roster of individuals performing QC testing in the Contractor's test facility.

                  The Contractor's quality control organization or private testing firm shall have Certified
Technicians who have met the requirements on file with the Department's Technical Certification program.
Individuals performing process control testing must be certified as a Level I Bituminous Quality Management (QM)
Tester. Individuals performing mix design calculations or mix design adjustments must be certified as Level II
Bituminous QM Mix Designer. The Contractor shall have a Certified Level II Bituminous QM Mix Designer
available to make any necessary process adjustments. The Contractor shall have a minimum of one person per
paving operation certified as a Level II Bituminous Street Inspector.

C2                Laboratory Requirements:

                   The Contractor shall furnish and maintain a laboratory at the plant site or other site as approved by
the Engineer. The laboratory shall be furnished with the necessary equipment and supplies for performing
Contractor quality control testing. The laboratory equipment shall meet the requirements listed in Section 400 of the
Mn/DOT Bituminous Manual, Mn/DOT Lab Manual, and these specifications, including having extraction
capabilities. The laboratory shall be calibrated and operational prior to the beginning of production. In addition to
the requirements listed above, the laboratory shall be equipped with a telephone for use by the Contractor or the
Engineer. A fax machine and copy machine shall be available for use by the Contractor or the Engineer at the
laboratory site. The Engineer may waive the requirement to have a fax machine available at the laboratory site if
transfer of data and test results can be accomplished through electronic transmittal (email). The laboratory shall also
include a computer and printer. The computer shall have the following minimum requirements: 1) Intel based with


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either Celeron or Pentium IV processor with a minimum processor speed of 1.8 MHZ. 2) CD writer with CD/RW
capability and a minimum write speed of 16x. 3) Windows 2000 or Windows XP with Microsoft Excel version 97
or newer. The printer must be able to print control charts.

                 The Engineer shall be allowed to inspect measuring and testing devices to confirm both calibration
and condition. The Contractor shall calibrate and correlate all testing equipment in accordance with the latest
version of the Mn/DOT Bituminous Manual and Mn/DOT Lab Manual. Records of calibration for each piece of
testing equipment shall be kept in the same facility as the equipment.

D                 Sampling and Testing

                 The Contractor shall ensure that all QC samples are taken at random locations. Random number
generation and determination of random sample location shall be consistent with the Mn/DOT Bituminous Manual
Section 5-693.7 Table A or Section 5 of ASTM D3665. The Engineer may approve alternate methods of random
number generation.

                  The tests for mixture properties shall be conducted on representative portions of the mix, quartered
from a larger sample of mixture taken from behind the paver, or when approved by the Engineer, an alternate
sampling location. The procedure for truck box sampling, an alternate sampling location, is on file in the
Bituminous Office. When an alternate sampling location is approved and used by the Contractor, the daily
verification sample must still be taken from behind the paver.

                    The Contractor shall obtain a sample of at least 55 pounds [25 kg]. This sample may be either
split in the field or transported to the test facility by a method to retain heat to facilitate sample quartering
procedures. The Contractor shall store and retain mixture bulk samples and companion samples for the Department
for a period of 10 calendar days. The Contractor shall maintain these split samples in containers labeled with
companion numbers. The Contractor shall perform QC sampling and testing according to the following schedule.

                   Determine the planned tonnage for each mixture to be produced during the production day.
Divide the planned production by 1000. Round the number to the next higher whole number. This number will be
the number of production tests required for that mixture. Required production tests are listed in Table 2360.4-E.
Split the planned production into even increments and select sample locations as described above. If actual tonnage
exceeds planned tonnage additional tests may be required. During production, mixture volumetric property tests
will not be required when mix production is less than 300 tons [270 metric tons]. However, production tests will be
required when the accumulative tonnage on successive days exceeds 300 tons [270 metric tons].

                  At the start of production, the testing frequency for the first 2,000 tons [1800 metric tons] of each
mix type shall be as follows:

                                                   Table 2360.4-D
                                          Production Start-Up Testing Rates
      Production Test                       Testing Rates                          Test Reference                Section
Bulk Specific Gravity          1 test per 500 tons [450 metric tons]    AASHTO T312,T166 Mn/DOT modified        2360.4E2
Maximum Specific Gravity       1 test per 500 tons [450 metric tons]    AASHTO T209 Mn/DOT modified             2360.4E3
Air Voids (calculated)         1 test per 500 tons [450 metric tons]    AASHTO T269, T312                       2360.4E4
Asphalt Content                1 test per 500 tons [450 metric tons]    Bit & Lab Manual                        2360.4E1
Adj. AFT (Calculated)          1 test per 500 tons [450 metric tons]    Mn/DOT Lab Manual                      2360.3B2d
                               1 test per 500 tons [450 metric tons]    AASHTO T11, T27, T30 Mn/DOT
Gradation                                                                                                       2360.4E6
                                                                        modified
Coarse Aggregate Angularity    1 test per 1000 tons [900 metric tons]   ASTM D5821 Mn/DOT modified              2360.4E7
Fine Aggregate Angularity                                               AASHTO T304, Method A                   2360.4E8
                               1 test per 1000 tons [900 metric tons]
(FAA)

E                 Production Tests




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                  When more than one Mn/DOT approved test procedure is available, the Contractor shall select,
with the approval of the Engineer, one method at the beginning of the Project and use that method for the entire
Project. The Contractor and Engineer may agree to change test procedures during the construction of the Project.

                                                     Table 2360.4-E
                                          Production Sampling and Testing Rates

     Production Test                      Sampling/Testing Rates                             Test Reference       Section
                           Divide the planned production by 1000. Round the            AASHTO T312, T245 T166
Bulk Specific Gravity                                                                                              2360.4E2
                           number to the next higher whole number.                     Mn/DOT mod
Maximum Specific                                                                       AASHTO T209 Mn/DOT
                                                       "                                                           2360.4E3
Gravity                                                                                modified
Air Voids (calculated)                                 "                               AASHTO T269, T312           2360.4E4
Asphalt Content                                        "                               Bit & Lab Manual            2360.4E1
Adj. AFT (Calculated)                                  "                               Mn/DOT Lab Manual          2360.3B2d
                           1 gradation per 1,000 tons [900 metric tons ], or portion   AASHTO T11, T27,
Gradation                                                                                                          2360.4E6
                           thereof (minimum of one per day)                            T30Mn/DOT modified
                           2 tests/day for a minimum of 2 days, then 1 per day if      ASTM D5821 Mn/DOT
Coarse Aggregate
                           CAA is met. If CAA >8% of requirement, 1 sample/day         modified                    2360.4E7
Angularity
                           but test 1/week.
Fine Aggregate             2 tests/day for a minimum of 2 days, then 1 per day if      AASHTO T304, Method A
Angularity (FAA)           FAA is met. If FAA >5% of requirement, 1 sample/day                                     2360.4E8
                           but test 1/week.
                                                                                       ASTM D4867 Mn/DOT
TSR                        When directed by the Materials Engineer                                                 2360.4E9
                                                                                       modified
Aggregate Specific                                                                     AASHTO T84 & T85,
                           When directed by the Engineer                                                          2360.4E10
Gravity                                                                                Mn/DOT modified
Mixture Moisture           Daily unless exempted by Engineer                           Mn/DOT 5-693.950
                                                                                                                  2360.4E11
Content
                                    st
                           Sample 1 load (each grade) then 1 per 250,000 gallon-       Mn/DOT 5-693.920
Asphalt Binder                                                                                                    2360.4E12
                           sample size 1 quart [1,000,000 liter.]
                                                 (2)
E1                   Asphalt Binder Content
          (a)        Spot Check (Virgin only)                                            Mn/DOT Bituminous Manual
          (b)        Incinerator Oven (1)                                    Mn/DOT Laboratory Manual Method 1853
          (c)        Chemical Extraction                                Mn/DOT Laboratory Manual Method 1851 or 1852
          (d)        Meter Method (Virgin only)                                           Mn/DOT Bituminous Manual

                     (1)      Incinerator Oven may not be used when the percentage of Class B material exceeds 50%
                              within the composite blend, unless a correction factor is determined by the Contractor
                              and approved by the District Materials Engineer.
                     (2)      For Traffic Level 2, 3, 4, and 5 mixtures that include shingles as part of the allowable
                              RAP percentage a minimum of 1 spotcheck per day per mixture blend is required to
                              determine new added asphalt binder (See footnote 1 of Table 2360.3-B2a).

E2                   Gyratory Bulk Specific Gravity, Gmb (2 specimens)                           AASHTO T312, T166,
                                                                                                     Mn/DOT Modified

E3                   Maximum Specific Gravity, Gmm                    AASHTO T209, Mn/DOT Modified

E4                   Air Voids - Individual and Isolated (calculation)                           AASHTO T269, T312

                  Isolated air voids are calculated using the maximum mixture specific gravity and the
corresponding bulk specific gravity from a single test. Individual air voids are calculated from the maximum
specific gravity moving average and the bulk specific gravity from that single test.

                  For gyratory design, compaction shall be conducted to N design , as shown in Table 2360.3-B2b, for
the specified Traffic Level.


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E5                Adj. Asphalt Film Thickness (AFT) (calculation)                          Mn/DOT Lab Manual

E6                Gradation - Blended Aggregate AASHTO T-11, T-27, and T-30 (all Mn/DOT modified)

                   Testing to determine the blended aggregate gradation shall be determined every 1,000 tons [1800
metric tons], or portion thereof (minimum of one per day), on samples taken at the same time as the required mixture
sample for a given increment.

                  All gradations require a-#200 [- 0.075 mm] wash.

                  (a)      Virgin Aggregate Mixtures - Drum or Screenless Plants
                           Belt Samples or extracted production samples.
                  (b)      All Other Mixtures:
                           1.      Hot Bins - Drybatch (Optional)
                           2.      Incinerator Oven Mn/DOT Laboratory Manual Method 1853 (Optional) except
                                   samples that contain over 50% class B. (1)
                           3.      Extraction Mn/DOT Laboratory Manual Method 1851 or 1852 (Optional)

                                    (1)      Incinerator Oven may not be used when the percentage of Class B
                                             material exceeds 50% within the composite blend, unless a correction
                                             factor is determined by the Contractor and approved by the District
                                             Materials Engineer.

E7                Coarse Aggregate Angularity                                     ASTM D5821 Mn/DOT modified

                  CAA test results shall meet the minimum percent fractured faces as shown in Table 2360.3-B2a.
ASTM D-5821 shall be used to determine coarse aggregate angularity on the composite blend from aggregates used
in production of hot mix asphalt. Mixtures that contain virgin aggregates may be tested from composite belt
samples. Mixtures that contain RAP must be tested from extracted aggregates taken from standard production
samples. The percentage of fractured faces of the composite aggregate blend less than 100% shall be tested at the
following rates:

           (1)    Perform two tests per day for each mixture blend for a minimum of two days and then one per day
                  if the test samples meet CAA requirements.
           (2)    If CAA crushing test results exceed 8 percent of the requirement, take one sample per day and
                  perform one test per week.

                  CAA results must be reported on the test summary sheet. Mixture placed and represented by
results below the minimum requirement, as shown in Table 2360.3-B2a, will be subject to reduced payment as
outlined in Table 2360.4-L3. Tonnage subjected to reduced payment shall be calculated as the tons placed from the
sample point of the failing test until the sampling point when the test result is back within specifications.

E8                Fine Aggregate Angularity                                                ASTM C1252 Method A

                 FAA test results shall meet the minimum criteria shown in Table 2360.3-B2a. ASTM C1252
Method A shall be used to determine fine aggregate angularity on the composite blend from aggregates used in
production of HMA. Mixtures that contain virgin aggregates may be tested from composite belt samples. Mixtures
that contain RAP must be tested from extracted aggregates taken from standard production samples. The percentage
of uncompacted voids from the composite aggregate blend shall be tested at the following rates.

           (1)    Perform two tests per day for each mixture blend for a minimum of two days and then one per day if
                  the test samples meet FAA requirements.
           (2)    If FAA test results exceed 5 percent of the requirement, take one sample per day and perform one test
                  per week.




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                    FAA results must be reported on the test summary sheet. Mixture placed and represented by
results below the minimums, as shown in Table 2360.3-B2a, will be subject to reduced payment as outlined in Table
2360.4-L3. Tonnage is subjected to reduced payment shall be calculated as the tons placed from the sample point of
the failing test until the sampling point when the test result is back within specifications.

E9                Field Tensile Strength Ratio (TSR)                            ASTM D4867 Mn/DOT Modified

                  At the discretion of the Materials Engineer, mixture will be sampled and tested to verify tensile
strength ratio (TSR)(1). If the Materials Engineer requires sampling and testing, both the Contractor and the
Department will be required to test these samples within 72 hours after it is sampled. Sample size shall be 110
pound [50 kg] minimum and split in half to provide a sample for the Department and the Contractor. The
Department companion of this split shall be labeled with the date, time, Project number and approximate cumulative
tonnage to date. The Department companion shall be given to the Department Street Inspector or Plant Monitor
immediately or delivered to the District Materials Engineer within 24 hours of sampling, as specified by the
Engineer. Mixture samples shall be taken from behind the paver unless the Engineer approves an alternate sampling
location. Specimen size shall be 6 inch [150 mm] for gyratory design The Contractor may test the sample at a
permanent lab site or a field lab site.

         (1)      When utilizing Option 2 mix design, it is recommended a sample be obtained within the first
                  5,000 tons [4,500 metric tons] of HMA produced or by the second day of production, whichever
                  comes first, to verify tensile strength ratio (TSR).

                    Minimum acceptable TSR values for production are shown in Table 2360.4-E9. The Contractor
shall stop production immediately if minimum TSR requirements are not met. The Contractor will not be allowed to
resume production until anti-strip has been added to the asphalt binder. Determination of who is responsible for the
cost of the anti-strip is based on Mn/DOT and Contractor TSR values as outlined in Tables 2360.4E9A and
2360.4E9B. When Mn/DOT is responsible for the cost of the anti-strip, payment will be made only for the cost of
the anti-strip for mixtures placed on that project. Mn/DOT will not reimburse the Contractor for any delay costs
associated with making changes related to this testing.

                                                 Table 2360.4-E9
                                         Mixture Type – Minimum TSR
                                Traffic Level 2-3                Traffic Level 4-5
                            Contractor      Mn/DOT         Contractor        Mn/DOT
                              75%              65%            80%               70%



                                              Table 2360.4-E9A
                                                          Contractor TSR
                                  Gyratory Level 2-3
                                                         >75          <75
                                  Mn/DOT     >65         NA        Mn/DOT
                                   TSR       <65      Contractor Contractor

                                              Table 2360.4-E9B
                                                         Contractor TSR
                                  Gyratory Level 4-5
                                                         >80         <80
                                  Mn/DOT      >70        NA        Mn/DOT
                                   TSR        <70     Contractor Contractor

                  Another sample shall be taken and tested within the first 500 tons [450 metric tons] after
production resumes. If the re-test fails to meet the minimum specified value the Contractor shall stop production
immediately. Production cannot resume until the Contractor has discussed, with the Engineer, a proposal for
resolving the problem. The Contractor shall not operate below the specified minimum TSR on a continuing basis.
A continuing basis shall be defined as 2 or more successive tests failing the TSR requirements.


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                  The following conditions will automatically require a sample to be taken and tested:

         1.       A proportion change of more than 10 percent (from the currently produced mixture) for a single
                  stockpile aggregate.
         2.       The discretion of the Engineer.

                  Dispute resolution procedures for TSR are on file in the Bituminous Office.

E10               Aggregate Specific Gravity (Gsb) AASHTO T84 and T85, Mn/DOT modified

                   At the discretion of the District Materials Engineer, aggregate stockpiles will be sampled and
tested to verify aggregate specific gravity. Representative stockpile samples shall be 90 pounds [40 kg] for each
aggregate component. All samples shall be split in half to provide material for both the Department and the
Contractor. The Department companion of this split shall be labeled with the date, time, Project number and
approximate cumulative tonnage to date.

                   The Department companion shall be given to the Plant Monitor immediately or delivered to the
District Materials Engineer within 48 hours of sampling, as specified by the Engineer. Aggregate specific gravity
results will be compared to the Contractor's values on the current Mix Design Report. If the results deviate beyond
the tolerance specified in Table 2360.4-M, the District Materials Engineer will immediately contact the Contractor
and issue a new Mix Design Report with the current specific gravity results. Any mixture placed following
notification of new specific gravity values will be based upon Department results. The Contractor shall be notified
immediately when new specific gravity values become available. The dispute resolution procedure for aggregate
specific gravity is on file in the Bituminous Office.

E11               Moisture Content                                                         Mn/DOT 5-693.950

                  Provide a mixture with moisture content not greater than 0.3 percent. The moisture content in the
mixture shall be measured behind the paver or alternate approved sampling method on file in the Bituminous Office.
Sampling and testing shall be conducted by the Contractor on a daily basis unless exempted by the Engineer.
Sampling and testing is suggested when rain on stockpiles exceed more than 0.2 inch [5 mm] in a 24 hour period.
The sample shall be stored in an airtight container. Microwave testing is prohibited.

                  HMA that exceeds 0.3% moisture content is unacceptable. The Contractor shall take appropriate
action to remove excess water from the mixture. This action may include reducing the production rate, mixing
stockpile aggregates prior to placement into the feed bins, and use of covered stockpiles.

E12               Asphalt Binder Samples

                 The Contractor shall sample the first shipment of each type of asphalt binder, then sample at a rate
of one per 250,000 gallons [1,000,000 liters]; sample size shall be 1 quart [1.0L]. All samples shall be taken in
accordance with the Mn/DOT Bituminous Manual 5-693.920. Sampling shall be conducted by Contractor and
monitored by the Inspector. The Contractor shall record sample information on Asphalt Sample Identification Card.
 Promptly submit the sample to the Department Materials Laboratory in Maplewood. Contact the Department
Chemical Laboratory Director for disposition of failing asphalt binder samples.

F                 Documentation (Records)

                    The Contractor shall maintain documentation, including test summary sheets and control charts,
on an ongoing basis. The Contractor shall also maintain a file of gyratory specimen heights for all gyratory
compacted samples and test worksheets. Reports, records, and diaries developed during the progress of construction
activities for the Project, shall be filed as directed by the Engineer and will become the property of the Department.
The Contractor shall:




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         (1)      Number test results in accordance with standard Department procedures and record on forms
                  approved/supplied by the Department.

         (2)      Facsimile or when approved by the Engineer, electronically transmit (email) all production test
                  results on test summary sheets to the District Materials Laboratory and to other sites as requested
                  by the Engineer, by 11 AM of the day following production.

         (2a)     Include the following production test results and mixture information on the Department approved
                  test summary sheet.

                  1.       Percent passing on all sieves listed in Table 2360.2-E (including #16, #30, #50, #100).
                  2.       Coarse and fine aggregate crushing.
                  3.       Maximum specific gravity (Gmm.).
                  4.       Bulk specific gravity (Gmb ).
                  5.       Percent total asphalt binder content (P b) and new added asphalt binder content.
                  6.       Calculated production air voids (Va ).
                  7.       Calculated adjusted AFT (Adj. AFT).
                  8.       Composite aggregate specific gravity (Gsb) reflecting current proportions.
                  9.       Aggregate proportions in use at the time of sampling.
                  10.      Tons where sampled.
                  11       Tons represented by a test and cumulative tons produced.
                  12.      Fines to effective asphalt ratio (F/Ae).
                  13.      Signature Line for Mn/DOT and Contractor Representative.
                  14.      Mixture Moisture Content.
                  15.      Mn/DOT verification sample test result.

         (2b)     Submit copies of all failing test results to the Engineer on a daily basis.

         (3)      Provide the Engineer with asphalt manifests or BOL's on a daily basis.

         (4)      Provide a daily plant diary to include a description of QC actions taken (adjustment of cold feed
                  percentages, changes in JMFs, etc.) include all changes or adjustments on the test summary sheets.

         (5)      Provide weekly truck scale spot checks.

         (6)      Provide a Department approved accounting system for all mixes and provide a daily and final
                  Project summary of material quantities and types.

         (6a)     Provide a final hardcopy summary of all quality control test summary sheets and control charts at
                  completion of bituminous operations on the Project to the Engineer. Because Certified Plant test
                  data often represents test data for multiple projects, it may be necessary to make duplicate copies
                  of the data for each project. The Contractor shall also submit a diskette of the quality control
                  summary sheets, control charts and density worksheets to the Bituminous Engineer.

         (7)      Furnish an automated weigh scale and computer generated weigh ticket. The ticket shall indicate
                  project number, mix designation (including binder grade), Mixture Design Report#, truck
                  identification and tare, net mass, date and time of loading. Any deviations from the minimum
                  information to be provided on the computer generated weigh ticket must be approved by the
                  Engineer in writing.

         (8)      Test summary sheets, charts, and records for a mixture produced at one plant site shall be
                  continued from contract to contract. The Contractor shall begin new summary sheets and charts
                  annually for winter carry-over projects. The Contractor shall begin new summary sheets and
                  charts when an asphalt plant is re-setup in the same location after it has moved out.

G                 Documentation (Control Charts)


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                The following data shall be recorded on the standardized control charts, all control charts and
summary sheets shall be computer generated using software approved by the Engineer. Software is available from
the Mn/DOT Bituminous Office at www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp.

         (1)      Blended aggregate gradation, include sieves shown in Table 2360.2-E for specified mixture.
         (2)      Percent asphalt binder content (Pb)
         (3)      Maximum specific gravity (Gmm.)
         (4)      Production air voids (Va )
         (5)      Adj. AFT

                  Individual test results shall be plotted for each test point. A solid line shall connect individual
points. The moving average for each test variable shall be plotted starting with the fourth test. A dashed line shall
connect the moving average points. The Department's quality assurance and verification test results shall be plotted
with triangles. Specification JMF limits shall be indicated on the control charts using a dotted line. The Engineer
may waive the plotting of control charts.

H                 JMF Limits

                    The production air voids and adj. AFT are based upon the minimum specified requirements as
shown in Table 2360.3-B2b. Gradations and asphalt binder content limits are based upon the current Department
reviewed Mixture Design Report. Gradation control sieves are shown in Table 2360.2-E. The mixture production
targets are listed on the Mixture Design Report. JMF limits are the target plus or minus the limits shown in Table
2360.4-H. JMF limits are used as the criteria for acceptance of materials based on the moving average.

                                                  Table 2360.4-H
                                                 JMF Limits (N=4)
                                          Item                                           JMF Limits
        Adj. AFT                                                                           - 0.5
        Production Air Voids, %                                                            ± 1.0
        Asphalt Binder Content, %                                                          - 0.4
        Sieve - % Passing
        1 inch, 3/4 inch, 1/2 inch, 3/8 inch, #4 [25, 19, 12.5, 9.5, 4.75 mm]        Broad Band Limits
        #8 [2.36 mm]                                                                 Broad Band Limits
        #200 [0.075 mm]                                                              Broad Band Limits

H1                Moving Average Calculation

                  A moving average is the average of the last four test results. The calculation of the moving
average shall continue without interruption except under the following conditions:

         1)       The Contractor shall begin new summary sheets and charts annually for winter carry-over projects.
         2)       The Contractor shall begin new summary sheets and charts when an asphalt plant is re-setup in the
                  same site after it has been moved out.

I                 JMF Bands

                 JMF Bands are defined as the area between the target, as identified on the Mixture Design Report,
and the JMF limits.

J                 JMF Adjustment

                 The Contractor shall begin mixture production with the materials (gradation, asphalt content, and
aggregate proportions) closely conforming to the reviewed Mixture Design Report. Closely conforming shall be
defined as aggregate proportions within 5 percent of the design proportions (1) and other mixture parameters within


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the JMF limits in Table 2360.4-H. This requirement may be waived if the Contractor provides the District Materials
Laboratory with prior documented production data showing how production affects the mixture properties or if the
Contractor provides the District Materials Laboratory with a written justification or explanation of material changes
since the original mixture submittal.
(1)
   The Contractor shall begin mixture production using all aggregate proportions included on the Mixture Design Report unless
the aggregate proportion is shown as 0 percent.

J1                 JMF Request for Adjustment

                  If, during production, the Contractor determines from results of QC tests that adjustments to the
mix design are necessary to achieve the specified properties, the following provisions shall apply. Unless otherwise
authorized by the District Materials Engineer, no adjustments are allowed using aggregates or materials not part of
the original mix design.

                  The Contractor shall make a request for a JMF adjustment to the Department Bituminous Engineer
or District Materials Engineer. The requested change will be reviewed for the Department by a Certified Level II
Bituminous QM Mix Designer. If the request meets the design requirements in Tables 2360.3-B2a and 2360.3-B2b,
a revised Mixture Design Report shall be issued. Each trial mixture design submittal as described in Section
2360.3A may have three JMF adjustments per mixture per project without charge. Additional JMF adjustments
requested must be accompanied with a $500 fee per each additional JMF adjustment, payable to the Commissioner
of Transportation.

                 The adjusted JMF shall be within the mixture specification gradation design broadbands shown in
Section 2360.2E. Should a redesign of the mixture become necessary, a new JMF shall be submitted. The JMF
asphalt content may only be reduced if at least the last four Adjusted AFT production tests (calculations) average 8.5
microns or more, and have minimum Individual Adjusted AFT's of at least 7.5 microns.

                  Adjustments will be made as a result of an interactive process between the Contractor, Engineer,
and District Materials Engineer. Consecutive requests for JMF adjustments, without production data, are not
allowed. The calculation of the moving average shall continue after the JMF has been approved.

J1a                JMF Request for Adjustment for Proportion Change > 10%

                   If a JMF adjustment is requested for a proportion change exceeding 10% (from the currently
produced mixture) for a single stockpile aggregate, supporting production test data from a minimum of four tests run
at an accelerated testing rate of 1 test per 500 tons [450 metric tons] must be included with the request for
adjustment. In addition to the requirements listed above, acceptable verification and approval of the requested JMF
will be based on individual and moving average test results. Individual test results must be within twice the
requested JMF limits for percent asphalt binder, production air voids, and Adjusted AFT. Individual gradations
must be within the Broad Bands. The moving average values must be within the control limits of Table 2360.4-H.
The calculation of the moving average shall continue after the change in proportions.

                  If the mixture meets the specified quality indicators, the request for JMF adjustment will be signed
by the District Materials Laboratory and considered effective from the point the proportion change was made.
Failure to meet the quality indicators will result in reduced payment or removal and replacement with acceptable
material. Consecutive requests for JMF adjustments without production data are not allowed.

K                  Corrective Action -- Percent Asphalt Binder Content, Adj. AFT, and Gradation and
                   Production Air Voids

                    When the moving average values trend toward the JMF limits, the Contractor shall take corrective
action. The corrective action taken shall be documented on summary sheets and, if applicable, a request for JMF
adjustment shall be submitted to the District Materials Engineer for review and approval. All tests shall be part of
the project files and shall be included in the moving average calculations. The Contractor shall notify the Engineer
whenever the moving average values exceed the JMF limits.



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L                  Failing Materials

                  The determination of price adjustments for failing materials will be based on the criteria outlined
in this Section. Material acceptance is based on individual and moving average test results. Isolated test results are
used for acceptance of air voids at the start of mixture production. Generally, individual test results which are more
than twice the JMF bands are considered failing. Moving average test results are considered failing when they
exceed the JMF limits. The Contractor shall begin new summary sheets annually for winter carry-over projects.

                  If the moving average values exceed the JMF limits, the Contractor shall stop production and
make adjustments. The Contractor shall restart production only after notifying the Engineer of the adjustments that
have been made. Testing shall resume at the accelerated rates and for the tests listed in Table 2360.4-D for the next
2,000 tons [1800 metric tons] of mixture produced. The calculation of the moving average shall continue after the
stop in production.

                  Mixture produced where the moving average of four exceeds the JMF limits shall be considered
unsatisfactory and subject to requirements of Section 2360.4L4, L5, L6, and L7. Individual test failures are
discussed in Section 2360.4L1, L2, and L3.

                 When the total production of a mixture type for the entire project requires less than four tests,
acceptance of material will be consistent with the criteria outlined in Section 2360.4L1 and L3.

                  When the Contractor's testing data fails to meet specified tolerances as listed in Table 2360.4-M,
quality assurance/verification data shall be used in place of the Contractor's data to determine the appropriate
payment factor.

L1                 Isolated Failures at Mixture Start-Up – Production Air Voids

                    At the start-up of mixture production, before a moving average of four can be established the first
three (3) isolated test results for production air voids will be used for acceptance. Isolated production air voids are
calculated by using the maximum mixture specific gravity and the corresponding bulk specific gravity from that
single test. After four (4) samples have been tested and a moving average of four can be established, acceptance
will be based on individual and moving average production air voids.

                   If, at the start of production, any of the first three (3) isolated test results for production air voids
exceeds twice the JMF bands from the target listed on the Mixture Design Report, the material is considered
unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed
from the sample point of the failing test until the sample point when the isolated test result is back within twice the
JMF bands. When the failure occurs at the first test, after the start of production, the tonnage subjected to reduce
payment shall be calculated as described above and shall include the tonnage from the start of production.

                    When isolated air voids are less than 1.0% or greater than 7.0% the Engineer will decide whether
the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and
replaced, the Contractor at his expense will perform the work. To better define the area to be removed and replaced
the Engineer may require the Contractor to test inplace mixture. This may include testing mixture placed prior to
the failing test result. Reduced payment will be 50 percent of the Contract bid price.

L2                 Blank

L3                 Individual Failure - Gradation, Percent Asphalt Binder, Production Air Voids, and Adjusted
                                    AFT

                                                Table 2360.4-L3
                             Reduced Payment Schedule for Individual Test Results
                                     Item                                  Pay Factor (1)
             Gradation                                                         95 %
             Coarse and Fine Aggregate Crushing                                90 %

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            Asphalt Binder Content                                                      90 %
            Production Air Voids (individual (2) and isolated (3))                      80 %
           (1)   Lowest Pay Factor applies when there are multiple reductions on a single test.
           (2)   Individual air voids are calculated using the moving average maximum specific gravity and the
                   bulk specific gravity from that single test.
           (3)   Isolated air voids are calculated from the maximum specific gravity and the bulk specific gravity
                   from that single test. Isolated void test results are used for acceptance only for the first 3 tests
                   after mixture production start-up.

                   If the individual gradation test exceeds the JMF Broad Bands listed on the Mixture Design Report
the material is considered unsatisfactory or unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall
apply to all tonnage represented by the individual test.

                  If the individual test result for adjusted AFT is less than 7.5 microns reduced payment or removal
and replacement as shown in Table 2360.4-L3a shall apply to all tonnage represented by the individual test
(calculation). This tonnage includes all material placed from the sample point of the failing test until the sample
point when the test result meets specification requirements. When the failure occurs at the first test after the start of
daily production, the tonnage subjected to reduce payment or removal and replacement shall be calculated as
described below and shall include the tonnage from the start of production that day.


                                                   Table 2360.4-L3a
                        Reduced Payment Schedule for Individual Test Results - Adjusted AFT
                   Individual Adjusted AFT (microns)                        Pay Factor
                              7.5 or Greater                                   100%
                                7.4 to 7.0                                     90%
                                6.9 to 6.1                                     75%
                               6.0 or Less                                    R&R(1)
             (1)
                 Remove and Replace at the Contractor's expense


                    If the individual tests for percent asphalt binder content or production air voids exceeds twice the
JMF bands from the target listed on the Mix Design Report the material is considered unsatisfactory or
unacceptable. Reduced payment as outlined in Table 2360.4-L3 shall apply to all tonnage placed from the sample
point of the failing test until the sample point when the test result is back within twice the JMF limits. When the
failure occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall be
calculated as described above and shall include the tonnage from the start of production that day.

                    When individual air voids are less than 1.0% or greater than 7.0% the Engineer will decide
whether the mixture is subject to removal and replacement or reduced payment. If the mixture is to be removed and
replaced, the Contractor at his expense will perform the work. To better define the area to be removed and replaced
the Engineer may require the Contractor to test inplace mixture. This may include testing mixture placed prior to
the failing test result. Reduced payment will be 50 percent of the Contract bid price.

L4                Moving Average Failure at Mixture Start-Up - Production Air Voids

                   When a moving average failure occurs within any of the first 3 moving average results after
mixture start-up (tests 4, 5, 6), the mixture will be considered acceptable if the individual air void, corresponding to
the moving average failure is within the JMF limits. If the individual air void is not within the JMF limit, the
mixture will be considered unacceptable and is subject to reduced payment. The Engineer may waive the penalty if
the isolated air void corresponding to the individual air void is within the JMF limit. Reduced payment will be 70
percent of the Contract bid price. Tonnage subjected to reduced payment shall be calculated as the tons placed from
the sample point of the failing moving average result and corresponding individual air void beyond the JMF limit to
the sampling point when the individual test result is back within the JMF limit.



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L5                 Moving Average Failure at Mixture Start-Up – Adjusted AFT

                   The Moving Average (n=4) Adjusted AFT will not be calculated until the sixth test after the
beginning of mixture production of that specific mixture. This calculation shall include the Individual results of test
(calculation) # 3, 4, 5 and 6.

L6                 Moving Average Failure - Production Air Voids

                   A moving average production air void failure occurs when the individual production air void
moving average of four exceeds the JMF limit. This mixture is considered unacceptable and is subject to reduced
payment. Reduced payment will be 70 percent of the Contract bid price. Tonnage subjected to reduced payment
shall be calculated as the tons placed from the sample point of all individual test results beyond the JMF limits
which contributed to the moving average value that exceeded the JMF limit to the sampling point when the
individual test result is back within the JMF limits. When the failure occurs at the first test after the start of daily
production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day.

                                               Table 2360.4-L6
                         Reduced Payment Schedule for Moving Average Test Results
                                    Item                                       Pay Factor (1)
            Gradation                                                               90 %
            Coarse and Fine Aggregate Crushing                         NA (individual failures only)
            Adjusted AFT                                                            80 %
            Asphalt Binder Content                                                  80 %
            Production Air Voids                                                    70 %
           (1)   Lowest Pay Factor applies when there are multiple reductions on a single test.

L7                 Moving Average Failure - Percent Asphalt Binder Content, Gradation, and Adjusted AFT

                   For mixture properties including asphalt binder content, and gradation, where the moving average
of four exceeds the JMF limits, the mixture is considered unacceptable and subject to reduced payment. Reduced
payment as listed in Table 2360.4-L6 will be applied to the Contract bid price. Tonnage subjected to replacement or
reduced payment shall be calculated as the tons placed from the sample point of all individual test results beyond the
JMF limits which contributed to the moving average value that exceeded the JMF limit, to the sampling point when
the individual test result is back within the JMF limits. When the failure occurs at the first test after the start of daily
production, tonnage subjected to reduced payment shall include the tonnage from the start of production that day.

                   The Moving Average (n=4) Adjusted AFT will not be calculated until the sixth test after the
beginning of mixture production of that specific mixture. This calculation shall include the Individual results of test
(calculation) # 3, 4, 5 and 6. If the Moving Average (n=4) of the Adjusted AFT is less than 8.0 microns, the
mixture is considered unsatisfactory, and will be accepted at a reduced payment. Reduced payment will be 80
percent of the Contract bid price. Tonnage subjected to replacement or reduced payment shall be calculated as the
tons placed from the sample point of all Individual Adjusted AFT results less than 8.0 microns, which contributed to
the Moving Average value that was less than 8.0 microns, to the sample point when the Individual Adjusted AFT is
8.0 microns or greater. When the failure occurs at the first test after the start of daily production, the tonnage
subjected to reduced payment shall be calculated as described above and shall include the tonnage from the start of
production that day.

L8                 Coarse and Fine Aggregate Crushing Failure

                    If any test result for Coarse Aggregate Angularity or Fine Aggregate Angularity crushing fail to
meet minimum requirements in Table 2360.3-B2a, all material placed is subject to reduced payment as outlined in
Table 2360.4-L3. Tonnage subjected to reduced payment shall be calculated as the tons placed from the sample
point of the failing test until the sampling point when the test result is back within specifications. When the failure
occurs at the first test after the start of daily production, tonnage subjected to reduced payment shall include the
tonnage from the start of production that day.


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M                 Quality Assurance

                  The Engineer will periodically witness the sampling and testing being performed by the
Contractor. If the Engineer observes that the sampling and quality control tests are not being performed in
accordance with the applicable test procedures, the Engineer may stop production until corrective action is taken.
The Engineer will notify the Contractor of observed deficiencies promptly, both verbally and in writing.

                 The Engineer may obtain additional samples, at any time, to determine quality levels. These
additional samples or verification samples are described in Section 2360.4N. For mixture, the Contractor shall test
their portion immediately.

                   All testing and data analysis shall be performed by the Certified Level I Bituminous Quality
Management (QM) Technician. Certification shall be in accordance with the Mn/DOT Technical Certification
Program. The Department shall post a chart giving the names and telephone numbers for the personnel responsible
for the Quality assurance program.

                    The Engineer shall calibrate and correlate all laboratory testing equipment in accordance with the
latest versions of the Mn/DOT Bituminous Manual and Laboratory Manual.

                                                   Table 2360.4-M
             Allowable Differences (Tolerances) Between Contractor and Mn/DOT Test Results*
                                       Item                              Allowable Difference
     Mixture Bulk Specific Gravity (Gmb)                                        0.030
     Mixture Maximum Specific Gravity (G mm)                                    0.019
     Adjusted AFT (Calculated)                                                    1.2
     Fine Aggregate Angularity, uncompacted voids (U) %                            1
     Coarse Aggregate Angularity, % fractured faces (%P)                          15
     Aggregate Individual Bulk Specific Gravity (+ #4 [+4.75mm])                0.040
     Aggregate Individual Bulk Specific Gravity (- #4 [-4.75mm])                0.040
     Aggregate combined blend Specific Gravity (Gsb)                            0.020
     Tensile Strength Ratio (TSR) %                                      See Table 2360.3-B2b
                                                Asphalt Binder Content
     Meter Method, %                                                              0.2
     Spot Check Method, %                                                         0.2
     Chemical Extraction Methods, %                                               0.4
     Incinerator Oven, %                                                          0.3
     Chemical vs. Meter, Spot Check, or Incinerator methods                       0.4
     Incinerator Oven vs. Spot Check                                              0.4
                                              Gradation Sieve % passing
     1 inch, ¾ inch, ½ inch, 3/8 inch [25.0, 19.0, 12.5, 9.5 mm]                   6
     #4 [4.75 mm]                                                                  5
     #8, #16, #30, [2.36, 1.18, 0.60 mm]                                           4
     #50 [0.30 mm]                                                                 3
     #100 [0.15 mm]                                                                2
     #200 [0.075 mm]                                                              1.2
    *Test tolerances listed are for single test comparisons.

N                 Verification Testing

                   A verification sample is a sample, which is sampled and tested by Mn/DOT to assure compliance
of the Contractor's Quality Control program. A verification companion is a companion sample, to Mn/DOT's
verification sample, provided to the Contractor. The Contractor is required to test and use this verification
companion sample as part of the QC program. The verification companion sample will replace the next scheduled


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QC sample. It is recommended enough material be sampled to accommodate retesting should the samples fail to
meet requirements as described below.

                   Verification testing shall be performed on at least one set of production tests Section 2360.4E,
excluding sections E9, E10, E11, and E12, on a daily basis per mix type. The verification companion sample will be
used to verify the requirements of Tables 2360.2-E, 2360.3-B2a, 2360.3-B2b, and 2360.3-B2c and will be compared
to the Verification sample for compliance with allowable tolerances as specified in Table 2360.4-M. These include
the mixture properties of Gmm (mixture max gravity), Gmb (mixture bulk gravity), asphalt binder content, Adjusted
AFT (calculated), Coarse and Fine Aggregate crushing, and gradation. For Coarse and Fine Aggregate crushing that
meets the requirements of Section 2360.4E7 and 2360.4E8 the one test per week shall be performed on a verification
companion. These do not include the aggregate bulk specific gravity G sb, fines to effective asphalt, or the tensile
strength ratio (TSR). Asphalt binder content and gradation must be determined by either extraction method
2360.4E1b or 2360.4E1c.

                   The Department's verification test results will be available to the Contractor within 2 working days
from the time the sample is delivered to the District Laboratory for Gmm mixture max gravity, Gmb mixture bulk
gravity, air voids (calculated), asphalt binder content, Adj. AFT (calculated). Gradation and crushing results will be
provided to the Contractor within 3 Mn/DOT working days. Once the verification test results are available, they
will be included on the test summary sheet. These results and those from the Contractor's verification companion
will be compared for allowable tolerances as specified in Table 2360.4-M. If the tolerances are met, the verification
process is complete.

                   If the tolerances between Department and Contractor are not met, retests of the material shall be
conducted by the Department. If the retests fail to meet tolerances, the Department's verification test results will be
substituted for the Contractor's results in the QC program and used for acceptance. Only those parameters out of
tolerance will be substituted and, if applicable, volumetric properties will be recalculated (1).

                If the Adjusted AFT calculation is out of tolerance, the Mn/DOT Adjusted AFT calculation (based
on Mn/DOT test results) will be Equalized and used for the Individual Adjusted AFT result, and calculation of
Moving Average Adjusted AFT results. Equalization of the Mn/DOT Adjusted AFT result consists of increasing the
original Mn/DOT value by 0.5 microns. This increased value will then be used for acceptance.

                  When tolerances from the verification sample retests are not met, an investigation will begin
immediately to determine the cause of the difference. Testing equipment, procedures, worksheets, gyratory
specimen height sheets, and personnel will be reviewed to determine the source of the problem. The District
Materials Engineer may also require at least one hot-cold comparison of mixture properties be performed. The
procedure for hot-cold comparisons is as follows:

                  The hot-cold comparison sample will be split into three representative portions. The Engineer will
                  observe the Contractor testing the sample. One part shall be compacted immediately while still
                  hot (additional heating maybe required to raise the temperature of the sample to compaction
                  temperature). The second and third part will be allowed to cool to air temperature. The
                  Contractor will retain the second part and the third part will be transported to the District Materials
                  Laboratory. On the same day and at approximately the same time the Contractor and the District
                  Materials Laboratory will heat their samples to compaction temperature and compact them. From
                  this information a calibration factor will be developed to compare the specific gravity of the hot
                  compacted samples to reheated compacted samples. Each test will involve a minimum of two
                  gyratory specimens. The Materials Engineer or the Contractor may require additional test
                  comparisons.

         Note:    Care must be taken when reheating samples for mixture properties analysis tests. Mix samples
                  should be reheated to 160°F [70°C] to allow splitting of the sample into representative fractions
                  for the various tests. Overheating of the mixture portions to be tested for maximum specific
                  gravity (Rice Test) may result in additional asphalt being absorbed in the aggregate.




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                   The Department will test the previously collected QA samples until they meet the tolerances or the
remaining samples are all tested. Once these samples are tested, the department will test QA samples subsequent to
the verification sample until tolerances are met. Acceptance will be based on QC data with substitution of
Department test results for those parameters out of tolerance (1). If reestablishment of test result tolerances is not
achieved within 48 hours, the Contractor shall cease mixture production and placement until the problem is
resolved.

         (1)        If, through analysis of data, it is determined there is a bias in the test results, the Engineer will
                    determine which results are appropriate and shall govern. Methods to analyze data for
                    determination of bias are on file in the Bituminous Office.

2360.5 CONSTRUCTION REQUIREMENTS

A                   General

                  The following construction requirements provide for the construction of all courses. When
construction is under traffic, the requirements of Mn/DOT 2221.3D will apply.

B                   Restrictions

                    In general, no work within the roadway will be permitted in the spring until seasonal load
restrictions on roads in the vicinity have been removed. However, work within the roadbed may be permitted before
that time if it can be done without damage to the subgrade. HMA shall not be placed when the weather or roadbed
conditions are unfavorable.

                  No asphalt pavement wearing course (final wearing course if multiple wearing courses) shall be
placed after October 15th in that part of the state north of an east-west line between Browns Valley and Holyoke,
nor after November 1st south of that line. Mn/DOT may waive these restrictions when:

         (1)        The asphalt mixture is not being placed on the traveled portion of the roadway, or

         (2)        The roadway involved will not be open to traffic during the following winter, or

         (3)        Mn/DOT directs in writing the mixture be placed.

                  The Contractor shall not use petroleum distillates such as kerosene and fuel oil to prevent adhesion
of asphalt mixtures in pavement hoppers, truck beds, or on the contact surfaces of the compaction equipment.
Anti-adhesive agent must meet the criteria for "Effect on Asphalt" as described in the most recent Asphalt Release
Agent Report on file in Mn/DOT's Office of Environmental Services and the Bituminous Office.

C                   Equipment

C1                  Asphalt Mixing Plants

C1a                 Requirement for All Plants

                  The Contractor shall test and calibrate all scales according to Mn/DOT 1901, except as otherwise
designated by the Contract.

C1a(1)              Equipment for the Preparation of the Aggregate

                    Add mineral filler to the mixture using a storage silo equipped with a device to ensure a constant
and uniform feed.

C1a(2)              Equipment for the Preparation of Asphalt Material



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                  Tanks for storage of asphalt material at the plant shall be equipped to heat the material and
maintain the material at the required temperatures. The discharge end of the circulating line shall be below the
surface of the asphalt material. Provide agitation for modified asphalt, when used, if recommended by the supplier.

                  An outage table or chart and measuring stick shall be provided for each storage or working tank.
Tanks shall be equipped with provisions for taking of asphalt binder material samples. After delivery of asphalt
binder material to the Project, the Contractor shall not heat the material above 350oF [175°C]. For modified asphalt,
the maximum storage temperature shall not exceed the recommendation of the asphalt supplier.

C1a(3)            Asphalt Binder Control

                 When asphalt binder material is proportioned by volume, the plant shall be equipped with either a
working tank or a metering system for determining asphalt binder content of the mixture.

                  The working tank shall have a capacity between 1,000 gallons [3 800 L] and 2,000 gallons
[7 600 L]. The working tank shall be calibrated and supplied with a calibrated measuring stick. The tank may be
connected to a mixing unit and used only during spot check operations, but it shall be available at all times. Any
feedback shall be returned to the working tank during spot check operations.

                  The metering system shall consist of at least one approved asphalt binder flow meter in addition to
the asphalt binder pump. The flow meter shall be connected to the asphalt binder supply to measure and display
only the asphalt binder being fed to the mixer unit. The meter readout shall be positioned for convenient
observation. Means shall be provided for comparing the flow meter readout with the calculated output of the asphalt
binder pump. In addition, the system shall display in gallons [liters] or to the nearest 0.001 tons [0.001 metric tons],
the accumulated asphalt binder quantity being delivered to the mixer unit. The system shall be calibrated and
adjusted to maintain an accuracy of + one percent error. This calibration shall be required for each plant set-up prior
to production of mixture.

C1a(4)            Dryer: The aggregate shall be free of unburned fuel.

C1a(5)            Thermometric Equipment:

                 The plant shall be equipped with a sufficient number of thermometric instruments to ensure
temperature control of the aggregate and the asphalt binder material.

C1a(6)            Pollution Controls

C1a(6)(a)         Pollution                                                                          1717

C1a(7)            Surge and Storage Bins

                  The plant may include facilities to store hot asphalt mixture for coordinating the rate of production
with the paving operations. Storage of the hot mixture will be permitted for a period not to exceed 18 hours,
provided the following requirements are met:

         (a)      Hot mix storage facilities shall be designed and operated to prevent segregation of the mix,
                  drainage of the asphalt from the mix, and to prevent excessive cooling or overheating of the
                  mixture.

         (b)      The temperature of the mixture at time of discharge from the storage facility shall be within a
                  tolerance of 9oF [5°C] of the temperature when discharged from the silo or mixer.

C2                Placement and Hauling Equipment

                 All equipment shall be serviced away from the paving site to prevent contamination of the
mixture. Units that drip fuel, oil, or grease shall be removed from the paved surface until such leakage is corrected.


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C2a               Asphalt Pavers

                   Asphalt pavers shall be self-contained, power-propelled units, with an operational vibratory
screed, capable of spreading and finishing courses of asphalt plant mix material in widths applicable to the specified
typical sections and thicknesses, indicated in the Contract.

                  The screed or strike-off assembly shall produce a finished surface of the required evenness and
texture without tearing, shoving, or gouging. For mainline paving, if the paving width is greater than the basic
screed, auger and mainframe extensions, which meet manufacture's recommendations for the paving width, are
required. Strike-off only extension assemblies are not allowed for mainline wearing course paving.

                   All pavers shall be equipped with an approved automatic screed control. The automatic controls
shall include a system of sensor-operated devices, which follow reference lines, or surfaces on one or both sides of
the paver as required. The speed of the paver shall be adjusted to produce the best results.

                  Automatic screed control by means of an erected string line shall only be required when stated in
the Contract.

                   All mixtures shall be spread without segregation to the cross sections shown in the plans. In
general, leveling layers shall be spread by the method producing the best results. The objective is to secure a
smooth base of uniform grade and cross section so that subsequent courses will be uniform in thickness. The
leveling layer may be spread with a properly equipped paver or, a motor grader equipped with a leveling device or
with other means for controlling the surface elevation of the leveling layer.

                   All mixtures shall be spread, to the fullest extent practicable, by an asphalt paver. Mixtures may
be spread by a motor grader in areas that are inaccessible to a paver such as on driveway entrances, irregular areas,
short isolated areas or when the quantity of mixture makes it impractical to place with a paver.

                  On shoulder surfacing and uniform width widening, when the placement width is too narrow for a
paver, the mixture in each course shall be spread with an approved mechanical device.

                  The placement of each course shall be completed over the full width of the section under
construction on each day's run.

C2b               Trucks

                   Trucks for hauling asphalt mixtures shall have tight, clean, and smooth beds. Mixture shall not be
allowed to adhere to the truck beds. Adherence may be prevented by spraying the truck bed with an anti-adhesive
agent in accordance with Section 2360.5B. Each truck shall be equipped with a cover of canvas or other suitable
material to protect the mixture from weather. The cover shall extend at least 1 foot [300 mm] over the sides and be
attached to tie-downs unless the truck is furnished with a mechanical or automated covering system, which prevents
airflow underneath by stretching the cover tightly on the top of or inside the sideboards.

C2c               Motor Graders

                  Motor graders shall be self-propelled and have pneumatic tires with a tread depth of 1/2 inch
[13 mm] or less. They shall be equipped with a blade not less than 10 feet [3 m] in length and shall have a
wheelbase of not less than 15 feet [4.5 m].

C2d               Distributor

                  Use a distributor designed, equipped, calibrated, maintained, and operated to uniformly apply
material on surfaces with varying widths and up to 15 feet [4.6 m] wide. Provide a distributor capable of maintaining
a uniform distributing pressure and controlling the application rates up to 2.0 gallons [9.0L] per square yard [square
meter] within a tolerance of 0.02 gallon per square yard [0.09 L/m2]. Provide a distributor equipped with a


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tachometer, pressure gauges, accurate volume-measuring devices or a calibrated tank, a thermometer for measuring
temperatures of tank contents, a power-operated pump, and full circulation spray bars with lateral and vertical
adjustments.

D                 Treatment of the Surface

D1                Tack Coat

                   An asphalt tack coat shall be applied to existing asphalt and concrete surfaces, and to the surface
of each course or lift constructed, except for the final course or lift, according to Mn/DOT 2357. Emulsified asphalt
tack coats shall be allowed to break, as indicated by a color change from brown to black, before a subsequent lift is
placed.

                   The contact surfaces of all fixed structures and the edge of the in-place mixture in all courses at
transverse joints and longitudinal joints shall be given a uniform but not excessive coating of liquid asphalt or
emulsified asphalt before placing the adjoining mixture.

E                 Compaction Operations

                   After being spread, each course shall be compacted to the required density. The rollers shall, as
practicable, be operated continuously so all areas are thoroughly compacted to the required density. When not
operating, the rollers shall not stand on the uncompacted mixture or newly rolled pavement having a surface
temperature exceeding 140oF [60°C]. Rolling with steel-wheeled rollers shall be discontinued if it produces
excessive crushing or pulverizing of the aggregate or displacement of the mixture.

                  To prevent adhesion of the mixture to the steel roller wheels, the contact surfaces of the wheels
shall be kept properly moistened using water or a water solution containing small quantities of a detergent or other
approved material.

                   To secure a true surface, variations such as depressions or high areas, which may develop during
rolling operations, and lean, fat or segregated areas shall be corrected by removing and replacing the material in the
defective area.

                 When mixtures are spread by a motor grader, pneumatic tired rollers shall compact the mixture
simultaneously with the spreading operation.

F                 Construction Joints

                  Joints shall be thoroughly compacted to produce a neat, tightly bonded joint that meets surface
tolerances. Both transverse and longitudinal joints are subject to density requirements as outlined in Section 2360.6
Pavement Density.

F1                Transverse Joints

                    A transverse joint (full paver width at right angles to the centerline) shall be constructed when
mixture placement operations are suspended. The forward end of the freshly laid strip shall be thoroughly
compacted by rolling before the mixture has cooled. When work is resumed, the end shall be cut vertically for the
full depth of the layer unless a formed edge is constructed.

F2                Longitudinal Joints

                   Longitudinal joints between strips shall be parallel to the centerline. In multiple lift construction,
the longitudinal joints between strips in each lift shall be constructed not less than 6 inches [150 mm] measured
transversely from the longitudinal joints in the previously placed lift. When the wearing course is constructed in an
even number of strips, one longitudinal joint shall be on the centerline of the road. When it is constructed in an odd
number of strips, the centerline of one strip shall be on the centerline of the road, provided that no joint is located in


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the wheel path area of a traffic lane. Longitudinal joints in multiple lift construction over Portland cement concrete
pavements may be aligned directly over the concrete pavement longitudinal joints.

                   At longitudinal joints formed by placing multiple strips, the adjoining surface being laid shall,
after final compacting, be slightly higher (but not to exceed 1/8 inch [3 mm]) than the previously placed strip. When
constructing a strip adjoining a previously placed strip or a concrete pavement, any fresh mixture that overlaps a
previously placed strip or pavement shall be removed (to the longitudinal joint line) before any rolling is done.

G                 Small Quantity HMA Paving

                  Unless otherwise indicated in the Special Provisions, the following provision for a small quantity
of asphalt mixture shall apply.

                  A Mixture Design Report is not required for planned project quantities less than 9,000 square yard
inches (4,500 square yards per 2 inch thickness, etc) [191,200 m2 mm] or 500 tons [450 metric tons]. However, the
Contractor shall verify in writing the asphalt mixture delivered to the project meets the requirements of Table
2360.3-B2a and Table 2360.3B2b. Mn/DOT may obtain samples to verify mixture requirements. These results will
be used for material acceptance. Acceptance of material will be in accordance with the criteria outlined in Section
2360.4L1, L2, L3, and L8.

2360.6            PAVEMENT DENSITY

A                 General

                  All pavements will be compacted in accordance with the Maximum Density Method unless
otherwise specified in the Contract special provisions or as noted in Section 2360.6C. Density evaluation will be for
both compacted mat density and compacted longitudinal joint density on those projects utilizing gyratory design.

B                 Maximum Density Method

                  All courses or layers of plant mixed asphalt mixtures for which the Maximum Density Method is
used shall be compacted to a density not less than the percentage shown in the Table of Required Density, Tables
2360.6-B2 and 2360.6-B2 LJ, for the applicable mixture and course and longitudinal joint type (i.e. confined or
unconfined). Longitudinal joint density will not be evaluated on those lifts, which have a 1% reduced density
requirement. If the Contractor elects to waive the 1% reduced density requirement as per 2360.6B4, then the
Longitudinal Joint Density will be a requirement.

B1                Maximum Density Determination

                    The Density requirements listed in Table 2360.6B2 are percent of maximum specific gravity
(Gmm) based on the individual lot. The Maximum specific gravity value used to calculate the percentage density for
the lot shall be the average value obtained from the maximum gravity results from production tests taken during that
days paving. If only one or two maximum specific gravity values were obtained that day, then the moving average
value (at that test point) shall be used. If three or more maximum specific gravity values are obtained that day, then
the average of those tests alone shall be used as indicated above.

B1a               Pavement Density Determination

                  The density of each lot shall be expressed as a percentage of the maximum specific gravity
(% Gmm) obtained by dividing the average bulk specific gravity for the lot by the maximum specific gravity
multiplied by 100, (maximum specific gravity basis is the average G mm of QC tests done on the day that the
individual lot was paved as described above). Determination of the bulk specific gravity of the cores shall be in
accordance with AASHTO T-166, Mn/DOT modified. For coarse graded mixtures Mn/DOT may require
determination of bulk specific gravity of the cores be in accordance with ASTM D6752 Mn/DOT modified
(Corelok). Both the Contractor and Mn/DOT shall use the same test method to determine bulk specific gravity. The



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determination of coarse and fine graded mixtures will be based on the percentage of material passing the #8
sieve [2.365 mm] as defined in Table 2360.3-B2c.

                  Compaction operations shall be completed within 8 hours of mixture placement and before core
samples are obtained for density determination. Only pneumatic tired or static steel rollers are permitted for any
compactive effort performed between 6 and 8 hours after mixture placement.

                   Compacted mixtures represented by samples or tests having deficient densities shall not be re-
rolled. The Contractor shall not operate below the specified minimum density on a continuing basis. A continual
basis shall be defined as all lots in a day's production failing to meet minimum density or more than 50% of lots on
multiple days which fail to meet minimum density requirements. Production shall be stopped until the source of the
problem is determined and corrective action is taken to bring the work into compliance with specified minimum
required density.

B2                Required Density

               Minimum density requirements for gyratory (SP) designed mixtures are listed in Table 2360.6-B2.
Minimum density requirements for longitudinal joint are listed in Table 2360.6-B2 LJ.

                   Unless otherwise indicated in the Plans or Special Provisions, shoulders wider than 6 feet [1.8
meters] paved shall be compacted by the Maximum Density Method. When shoulders are required to be compacted
by the Maximum Density Method and are paved in a separate operation or have a different required minimum
density than the driving lane, the lot tonnage placed on the shoulder shall be delineated in separate lots from the
driving lanes for the day paving was conducted.

                  Unless otherwise indicated in the Plans or Special Provisions a narrow shoulder, 6 feet [1.8
meters] or less wide, that is paved in the same pass as a driving lane or that is paved separately will be compacted by
the Ordinary Compaction Method. Mixture compacted under Ordinary Compaction is excluded from lot density
requirements and that tonnage is also excluded from incentive/disincentive payment.

                   If the Plans or Special Provisions indicate a narrow shoulder is to be compacted by the Maximum
Density Method, the minimum required density is listed in Table 2360.6-B2. If the minimum required density of the
shoulder is different than the driving lane, the tonnage placed on the shoulder shall be delineated in separate lots
from the driving lane.

                  Echelon paving (two pavers running next to each other in adjacent lanes) shall be considered
separate operations.

                                                Table 2360.6-B2
                                    Required Minimum Lot Density (Mat)
                        SP Wear Mixtures (1)(2) SP Nonwear (1)(2)        SP Shoulders (1)(2)
                                                                    Designed at    Designed at
                                                                     3% voids       4% voids
        % Gmm                   92.0                     93.0          93.0            92.0

         1)       Minimum reduced by one percent on the first lift constructed over PCC pavements.
         2)       Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and
                  shoulder), reclaimed or cold inplace recycled base courses and first lift of an overlay on a roadway
                  with a 7 ton [6.35 metric ton] or less spring load restriction (roadway includes shoulders).




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                                               Table 2360.6-B2LJ
                                     Longitudinal Joint Density Requirement
                                                    Percent Density
                                    Location                        Confined Edge* of       Unconfined Edge* of
                                                                              Mat                  Mat
                Long. Joint -- Wear & Shoulder (4% air voids)                 89.0                  86.5
              Long. Joint -- Non-Wear & Shoulder (3% air voids)               90.0                  87.5

         Note:    *Confined shall be defined as the edge(s) of the placed mat abutting another mat, pavement
                  surface, or curb and gutter. Unconfined or unsupported means there is no abutment of the side of
                  the mat being placed with another mat, pavement surface, etc.

B2a               Lots & Core Locations

                                                 Table 2360.6-B2a
                                                Lot Determination
                                            Daily Production
                                   English (Ton)        [Metric (ton)]         Lots
                                    300* – 600           [270* –545]            1
                                    601 – 1,000          [546 – 910]            2
                                   1,001 – 1,600        [911 – 1,455]           3
                                   1,601 – 3,600       [1,456 – 3,275]          4
                                   3,601 – 5,000       [3,276 – 4,545]          5
                                      5,001 +              [4,546 +]            6

*When mix production is less than 300 tons [270 metric tons], establish 1st lot when accumulative tonnage exceeds
300 tons [270 metric tons].

                  Compacted Mat Density

                   Divide the days production into equal lots as shown in Table 2360.6-B2a. Mn/DOT may require
additional density lots be established to isolate areas affected by equipment malfunction/breakdown, heavy rain, or
other factors that may affect the normal compaction operations. Obtain four cores in each lot. Two cores will be
taken from random locations selected by Mn/DOT. The third and fourth cores (the companion cores) shall be taken
within 1 foot [0.3 meters] longitudinally from the first two cores. All companion cores shall be given to the
Mn/DOT immediately upon completion of coring and sawing. The random locations will be determined by the
Contractor‟s Engineer using statistically derived stratified random number tables or other approved methods of
random number generation. These will also be used for partial lots. If the random core location falls on a
longitudinal joint cut the core with the outer edge of the core barrel 1 foot [0.3 meters] away (laterally) from the
edge of the top of the mat (joint). Cores for compacted mat density will not be taken within 1 foot [300 mm] of any
longitudinal joint. The Contractor shall be responsible for maintenance of traffic, coring, patching the core holes,
and sawing the cores if necessary to the proper thickness prior to density testing.

                  Longitudinal Joint Density

                   Longitudinal joint density will be evaluated at random lots, as determined by Mn/DOT near the
end of the days paving operation, for 20% of the lots established for compacted mat density (Table 2360.6-B2a).
Determine the number of lots for longitudinal joint density by multiplying the number of lots calculated for mat
density by 0.20 and rounding up to the next higher whole number. There is a minimum requirement of 1 lot per day
for longitudinal joint density evaluation.

                  Within lots designated as Longitudinal Joint Density lots, the Contractor will take the 4 cores per
lot requirement for mat density, plus the Contractor shall take an additional 4 cores for longitudinal joint density.
Cores for longitudinal joint density shall be taken at one of the locations (station) where cores are taken for "mat
density". This determination will be made at random. A total of 6 cores will be at this location (station). Cores for


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longitudinal joint density will be taken on both sides of the lane being paved. These "edge cores" shall be cut with
the outer edge of the core barrel within 6 inches (150 mm) from the edge of the top of the mat for both confined and
unsupported edges. Companion cores shall be taken within 1 foot [0.3 meters] longitudinally from each "edge
core". The 2 cores for "mat density" (regular and companion core) shall be taken either 2 feet right or 2 feet left of
the center of the lane being paved, regardless of random number generation.

                   When the shoulder and driving lane are pulled in the same paving pass there is no longitudinal
joint between the driving lane and shoulder. In these cases where there is no longitudinal joint do not cut a core on
the imaginary line where there would have been a joint. The decision as to where to take the edge core or whether
an edge core is taken is based on the shoulder density requirement.

                   If the shoulder is to be compacted by the Ordinary Compaction Method there will only be 2 coring
locations: the centerline longitudinal edge cores (6" from the joint) and the mat density cores (2' right or left of the
center of the driving lane). In the density incentive/disincentive spreadsheet select "No Core" for what would have
been the core next to the shoulder. This will assign a pay factor of 1.00 to this location. The centerline longitudinal
joint core, taken 6" from the joint, is either confined or unconfined.

                   If the shoulder is compacted by the Maximum Density Method there will be 3 coring locations:
the centerline longitudinal edge cores (6" from the joint), the mat density cores (2' right or left of the center of the
driving lane), and the edge of the shoulder (6" from the outside edge). Again, no core is cut on the imaginary line at
the edge of the shoulder adjacent to the driving lane but that coring location is moved all the way to the edge of the
shoulder (6" inside the edge). The centerline longitudinal joint core and edge cores are taken 6" from the joint and
will be either confined or unconfined.

B3                Core Testing

                  Cores will be taken and tested by the Contractor. Core locations will be determined and marked
by the Contractor‟s Engineer. The Contractor shall schedule the approximate time of testing during normal Project
work hours so that Mn/DOT may observe and record the saturated surface dry and immersed weight of the cores.

                  Density determination will be made by the end of the next working day after placement and
compaction. If multiple layers are placed in a single day, cores shall be sawn and separated for each layer, tested
and reported by the end of the next working day.

                   The Contractor will cut pavement samples from the completed work with power equipment, and
restore the surface by the end of the next working day with new, well compacted mixture without additional
compensation. Failure to restore the surface within 24 hours of coring shall subject the Contractor to a fine of $100
per working day, per lot, until the core holes are restored. Cores shall be cut using a 4 inch [100 mm] minimum
outer diameter coring device. All samples shall be marked with the lot number and core number or letter. The cores
shall be transported to the laboratory as soon as possible to prevent damage due to improper handling or exposure to
heat. These companion cores may be tested by the Inspector on Mn/DOT scales or transported to the Mn/DOT‟s
Field Laboratory or District Materials Laboratory.

                  Measure each core three times for thickness prior to saw cutting; report the average lift thickness
on the core sheet. These average thicknesses will contribute to thickness compliance as described in Section
2360.7A

                  Companion Core Testing

                   Mn/DOT will select at least one of the two companion cores per lot to be tested. However,
Mn/DOT may elect to test all companions to provide a direct verification of all individual and daily average test
results. For lots designated as Longitudinal Joint Density lots, Mn/DOT will test at least one of the Mat Density
companion cores and at least one of the Longitudinal Joint Density companion cores.

                Verification of the Contractor and Mn/DOT core bulk specific gravities will involve two
comparisons. The first comparison will compare core bulk specific gravities of the Contractor's individual cores and


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the corresponding Mn/DOT companion cores. The second comparison will compare the "days' average" core bulk
specific gravities of Contractor and Mn/DOT tests.

                 The comparison of the individual core bulk specific gravities will have a tolerance of 0.030
between the Contractor's bulk specific gravity and Mn/DOT‟s bulk specific gravity. If the tolerance is exceeded,
Mn/DOT‟s result will be substituted for the Contractor's result.

                   For the comparison of the Contractor and Mn/DOT "days' average" bulk specific gravities use
only those tests that meet the 0.030 individual tolerance and compare the average of the Contractor specific gravities
with the average of Mn/DOT specific gravities. The tolerance will be variable depending on how many samples are
compared and will be equal to 0.030 divided by the square root of the number of samples compared (0.030/√n). If
this tolerance is exceeded, all Mn/DOT‟s test results will be substituted for the Contractor's results for that day's
paving.

                   Mn/DOT may allow re-coring of a sample only when the core has been damaged through no fault
of the Contractor, either during the coring process or in transit to the laboratory.

                    Mn/DOT may elect to develop and make available to the Contractor, an Internet data collection
tool, to collect and analyze density core bulk specific gravity data. In this case, the Contractor may voluntarily use
this tool to input density core data. In such a case, Mn/DOT would use the data to determine the reliability of the
Contractor's density core data. If the analysis finds an acceptable level of reliability, Mn/DOT could authorize a
reduction of coring frequency for companion cores to one Mn/DOT companion for every two Contractor's cores.

B4                Maximum Density Acceptance and Payment Schedule

                  The density of compacted mixture shall be accepted by pavement cores on a lot basis.

                  The Contractor's cores will be used for acceptance, after Mn/DOT result substitutions have been
made, as stipulated above. Payment factors for mat density and longitudinal joint density are listed in Tables
2360.6-B4, 2360.6-B4b LJ, and 2360.6-B4c LJ shown below. Incentive and disincentive payments are for both
wearing and non-wearing courses. However, incentive payment for longitudinal joint density will be limited to only
those lots in which longitudinal joint density has been evaluated.

                    When the density requirement has been reduced by one percent, per Table 2360.6-B2, footnote 1
& 2, payment adjustments for lot densities will be made as specified in Table 2360.6-B4a. Incentive payments are
excluded when the minimum density has been reduced. However, at the Contractors request and with approval of
Mn/DOT, the reduced density requirement may be waived and density evaluated under Table 2360.6-B4, including
incentives, for first lift constructed on aggregate base, reclaimed or cold inplace recycled base courses and first lift
of an overlay on a roadway with a 7 ton [6.35 metric ton] or less spring load restriction (reduced density shall not be
waived for the first lift constructed on PCC pavements). The request and approval shall be made after the first days
paving and before the third days paving begins. Once the request has been approved, evaluation of density will be
in accordance with Table 2360.6-B2 (excluding footnote 2) and Table 2360.6-B4, and will remain in effect for the
duration of mixture placement on that lift. The Contractor will also be responsible for compliance with any
construction requirements on subsequent lifts.




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                                                  Table 2360.6-B4
                                 Payment Schedule for Maximum Mat Density
                     % Density (2)                         % Density (2)                 Pay Factor A
            SP Wear, and SP Shld (4% Void)    SP Non-Wear, SP Shoulders (3% Void)
                    93.6 and above                        94.6 and above                       1.04 (3)
                      93.1 – 93.5                           94.1 – 94.5                        1.02 (3)
                      92.0 - 93.0                           93.0 - 94.0                         1.00
                      91.0 - 91.9                           92.0- 92.9                          0.98
                      90.5 - 90.9                           91.5 - 91.9                         0.95
                      90.0 - 90.4                           91.0 - 91.4                         0.91
                      89.5 - 89.9                           90.5 - 90.9                         0.85
                      89.0 - 89.4                           90.0 - 90.4                         0.70
                                                                                                 (4)
                    Less than 89.0                        Less than 90.0


                                                Table 2360.6-B4A (1)
                                                1% Reduced Table
            Percent of Max Specific Gravity (2)          Percent of Max Specific Gravity (2)           Percent
            SP Wear, and SP Shld (4% Void)           SP Non-Wear, and SP Shoulders (3% Void)           Payment
                      91.0 and above                               92.0 and above                        100
                        90.0 - 90.9                                  91.0- 91.9                          98
                        89.7 - 89.9                                  90.5 - 90.9                         95
                        89.4 - 89.6                                  90.0 - 90.4                         91
                        89.2 - 89.3                                  89.5 –89.9                          85
                        89.0 - 89.1                                  89.0 - 89.4                         70
                     Less than 89.0 (4)                            Less than 89.0                         (4)




                                           Table 2360.6-B4a LJ (5)
                               Payment Schedule for Longitudinal Joint Density
                                      (SP Wear, and SP Shld (4% Void))
                 % Density (2)            Pay Factor B         % Density (2)          Pay Factor C
          Long. Joint (Confined Edge)   (Confined Edge)         Long. Joint         (Unsupported Edge)
                                                           (Unsupported Edge)
                91.6 and above               1.02 (3)         89.6 and above              1.02 (3)
                   91.1-91.5                 1.01 (3)            89.1-89.5                1.01 (3)
                   89.0-91.0                  1.00               86.5-89.0                 1.00
                   88.0-88.9                  0.98               85.5-86.4                 0.98
                   87.5-87.9                  0.95               85.0-85.4                 0.95
                   87.0-87.4                  0.91               84.5-84.9                 0.91
                   86.5-86.9                  0.85               84.0-84.4                 0.85
                Less than 86.5                0.70            Less than 84.0               0.70




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                                            Table 2360.6-B4b LJ (5)
                                Payment Schedule for Longitudinal Joint Density
                                  (SP Non-Wear, and SP Shoulders (3% Void))
                  % Density (2)           Pay Factor B          % Density (2)               Pay Factor C
          Long. Joint (Confined Edge) Long. (Confined Edge)     Long. Joint               (Unsupported Edge)
                                                            (Unsupported Edge)
                92.6 and above                1.02 (3)        90.6 and above                    1.02 (3)
                   92.1-92.5                  1.01 (3)           90.1-90.5                      1.01 (3)
                   90.0-92.0                   1.00              87.5-90.0                       1.00
                   89.0-89.9                   0.98              86.5-87.4                       0.98
                   88.5-88.9                   0.95              86.0-86.4                       0.95
                   88.0-88.4                   0.91              85.5-85.9                       0.91
                   87.5-87.9                   0.85              85.0-85.4                       0.85
                 Less than 87.5                0.70            Less than 85.0                    0.70

         (1)      Minimum reduced by one percent for the first lift constructed on aggregate base (mainline and
                  shoulder), reclaimed or cold inplace recycled base courses and first lift of an overlay on a roadway
                  with a 7 ton [6.35 metric ton] or less spring load restriction (roadway includes shoulders).
                  Minimum reduced by one percent on the first lift constructed on PCC pavements (reduced density
                  cannot be waived).
         (2)      In calculating the percent of maximum specific gravity, report to the nearest tenth.
         (3)      The payment in this portion of the specification shall apply only if the day's weighted average
                  individual production air voids are within - 0.5 percent of the target air void value. The weighted
                  average air voids shall be based on all the mixture production tests (2360.4e) for the corresponding
                  day and shall be weighted by the tons the corresponding test represents.
         (4)      The HMA material represented by the lot shall be paid at a 70% pay factor, unless a single core
                  density is less than 87.0% of the maximum specific gravity (Gmm). If a single core density is less
                  than 87.0% of Gmm, Mn/DOT will decide whether the mixture is subject to removal and
                  replacement or reduced payment. Reduced payment will be 50 percent of the Contract bid price.
                  If the mixture is to be removed and replaced, the Contractor at his expense will remove and
                  replace with mixture that meets the density requirement. The limits of the area to be removed and
                  replaced will be determined by additional core samples. These additional core samples shall be
                  taken at the same offset from centerline as the original core; unless the original low density core
                  was taken within 1.5 feet [0.45 m] of an edge of the paver pass. In that case, the additional cores
                  shall be taken 1.5 feet [0.45 m] from the edge of the paver pass. The densities shall be determined
                  at 50 foot [15 m] intervals, both ahead and back of the point of unacceptable core density (less
                  than 87.0% of Gmm), until a point of acceptable core density (87.0% of Gmm or greater) is found.
                   If the incremental core density testing extends into a previously accepted lot, removal of the
                  unacceptable material will be required; however, the results of these tests shall not be used to
                  recalculate the previously accepted lot density. All costs incurred from additional coring and
                  testing, resulting from unacceptable core density, will be paid by the Contractor. The
                  unacceptable pavement area is to be computed as the product of the longitudinal limits so
                  determined by the 15 m [50 foot] cores and the full width of the paver pass, laying in the traffic
                  lane or lanes. Shoulders shall be exempt from this calculation unless density failure occurred in
                  the shoulder area.
                  After the unacceptable material (core density less than 87.0% of Gmm) has been removed and
                  replaced, the density of the replacement material will be determined by the average of two cores.
                  Payment for the replacement material will be in accordance with Tables 2360.6-B4 or 2360.6-B4,
                  whichever applies. There will be no payment for the material removed. The remainder of the
                  original lot shall have a 70% pay factor.
         (5)      Incentive payment for longitudinal joint density will be limited to only those lots in which
                  longitudinal joint density has been evaluated.




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Pay Factor Determination

                   The total pay factor will be determined by selecting one of the following three cases based on
longitudinal joint construction i.e., whether the edges of the mat (right and left) are confined or unsupported.
Confined shall be defined as the edge(s) of the placed mat abutting another mat, pavement surface, or curb and
gutter. Unsupported means there is no abutment of the side of the mat being placed with another mat, pavement
surface, etc.

                  Case 1) Total Pay Factor = (Pay Factor A) X (Pay Factor B) X (Pay Factor C)
                  Case 2) Total Pay Factor = (Pay Factor A) X (Pay Factor B) X (Pay Factor B)
                  Case 3) Total Pay Factor = (Pay Factor A) X (Pay Factor C) X (Pay Factor C)

                  Where: Pay Factor A is for mat density
                         Pay Factor B is confined edge density, and
                         Pay Factor C is for unsupported edge density

                  Note:     Use a pay factor of 1.00 for Pay factor B and/or Pay factor C in lots where no cores
                            are taken at the longitudinal joint.

C                 Ordinary Compaction Method

                   Ordinary compaction shall be used for layers identified in the typical sections with a minimum
planned thickness of less than 1 1/2 inches [40 mm], thin lift leveling, wedging layers, patching layers, driveways,
areas which cannot be compacted with standard highway construction equipment. Unless otherwise indicated in the
Plans or Special Provisions recreational trails shall also be compacted by ordinary compaction. The ordinary
compaction method shall not be used on mainline, ramp, or loop paving, unless otherwise designated in the plans or
special provisions. When density is evaluated by the ordinary compaction method a control strip shall be used to
establish a rolling pattern. This shall be used by the Contractor for the compaction of the asphalt mixture for the
layer on which the control strip is constructed, or until a new control strip is constructed.

                    A control strip shall be constructed at the beginning of the work on each lift of each course. Each
control strip shall have an area of at least 395 square yards [330 m2] and shall be of the same thickness as the lift it
represents. The subgrade or pavement course upon which a control strip is to be constructed shall have the prior
approval of Mn/DOT. The control strips shall remain in place and become part of the completed work.

                  The materials used in the construction of the control strips shall conform to the specified
requirements for the course. The materials used in the control strip shall be from the same source and of the same
type as the materials used in the remainder of the course that the control strip represents.

                  The equipment used in the construction of the control strips shall be the same type and mass used
on the remainder of the pavement course represented by the control strip. A minimum of two rollers shall be
required. A rolling pattern shall be established for each roller. The final rolling shall be performed with a tandem
steel-wheeled roller. Areas that are inaccessible to the conventional type rolling equipment shall be compacted to
the required density by using trench rollers or mechanical tampers.

                  Compaction shall commence as soon as possible after the mixture has been spread to the desired
thickness and shall continue until no appreciable increase in density can be obtained by additional roller's coverage.
Densities will be determined by means of a portable nuclear testing device or suitable approved alternate and a
growth curve shall be developed to determine the optimum rolling pattern. The Contractor shall furnish
documentation of the growth curve to Mn/DOT.

                   To determine when no appreciable increase in density can be obtained, two test points shall be
established in the control strip on a random basis and the density at each point shall be measured by a portable
nuclear device or suitable approved alternate after each roller pass. Rolling shall be suspended when testing shows
either a decline of more than 2% of the maximum specific gravity or when additional roller passes fail to increase
the density.


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                   After said testing is accomplished, rolling on the remainder of that course shall be done in
accordance with the pattern developed in the test strip for that roller. A separate rolling pattern and time interval
shall be established for each roller.

                  A new control strip shall be ordered by Mn/DOT when:

         (a)      A change in the JMF is made, or
         (b)      A change in the source of material is made or a change in the material from the same source is
                  observed.

                  A new control strip may be ordered by Mn/DOT or requested by the Contractor when:

         (a)      Ten days of production have been accepted without construction of a new control strip, or
         (b)      There are other reasons to believe that a control strip density is not representative of the HMA
                  mixture being placed.

                  The nuclear testing device shall be furnished and operated by the Contractor. The device shall be
calibrated according to procedures described in the Mn/DOT Bituminous Manual.

                   Each course shall be uniformly compacted until there is no further evidence of consolidation and
all roller marks are eliminated. When this method is employed, and the quantity of mixture placed by the paver
exceeds 110 tons [100 metric tons] per hour, at least two rollers are required for compacting the mixture placed by
each paver.

C1                Rollers

                The following requirements for rollers apply only when compaction is obtained by the ordinary
compaction method.

C2                Steel-Wheeled Rollers

                   Steel-wheeled rollers shall be self-propelled and has a minimum total mass of 8 tons [7.3 metric
tons], or as otherwise specified in the Contract. When vibratory rollers are used, they shall produce 3,085 lbf per
foot [45 kN per meter] of width. The frequency should be at least 2400 vpm and amplitude setting low. The roller
shall be capable of reversing without backlash and shall be equipped with spray attachments for moistening all
rollers on both sets of wheels.

C3                 Pneumatic-Tired Rollers
                   The pneumatic-tired roller shall have a compacting width of 5 feet [1.5 m] or more. It shall be so
constructed that the gross wheel load force shall be a minimum of 3,000 pounds [13 kN] per wheel for SP Level 2-3
mixtures and 5,000 pounds [22 kN] per wheel for SP Level 4-6 mixtures. The tire arrangement shall be such that
full compaction will be obtained over the full width with each pass of the roller.

                  The roller may be self propelled or provided with suitable tractive equipment, unless otherwise
specified in the Contract. If more than one roller is propelled by a single tractive unit, then that combination will be
counted as a single roller unit.

C3a                Vibratory Pneumatic-Tired Rollers
                   Vibratory pneumatic-tired rollers shall be self-propelled and have a minimum total mass of 8 tons
[7.3 metric tons], or as otherwise specified in the Contract. The compacting width shall be 5 feet [1.5 m] or more.
The tire arrangement shall be such that full compaction will be obtained over the full width with each pass of the
roller.

C4                Trench Rollers



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                 Trench rollers shall be self propelled and have a mass of not less than 2,960 pounds per foot
[4 400 kg per meter] of width.

C5                 Mixture Temperature Controls
                   If compaction is obtained by the ordinary compaction method, the minimum laydown temperature
in all courses (as measured behind the paver or spreading machine) of the asphalt mixture shall be in accordance
with the temperature requirements of Table 2360.6-C5. No paving is allowed under the Ordinary Compaction
Method when the air temperature is below 32°F [0°C].

                                                 Table 2360.6-C5
                                          Mixture Temperature Control(C)
               Air
                                               Compacted Mat Thickness, inches(A)
          Temperature
             °F [°C]      1 inch [25 mm]      1-1/2 inch [40 mm]   2 inch [50 mm]       >3 inch [75 mm]
                                                      (B)
          +32-40 [0-5]           --              265 [129]             255 [124]           250 [121]
         + 41-50 [6-10]    270 (B) [130]           260 [127]           250 [121]           245 [118]
         + 51-60 [11-15]   260 (B) [127]           255 [124]           245 [118]           240 [115]
         + 61-70 [16-21]    250 (B) [121]          245 [118]           240 [115]           235 [113]
         + 71-80 [22-27]     245 [118]             240 [115]           235 [113]           235 [113]
         + 81-90 [28-32]     235 [113]             230 [110]           230 [110]           230 [110]
           91+ [+ 33]        230 [110]             230 [110]           230 [110]           225 [107]
                  (A)    Based on approved or specified compacted lift thickness.
                  (B)    A minimum of one pneumatic-tire roller shall be used for intermediate rolling. Mn/DOT
                         may specify or modify in writing a minimum laydown temperature.
                  (C)    Not applicable if a WMA additive or process is used.

2360.7 THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS

A                 Thickness

                    After compaction the thickness of each lift shall be within a tolerance of 1/4 inch [6 mm] of the
thickness shown in the Plans, except that, if automatic grade controls are used, this thickness requirement will not
apply to the first lift placed. This thickness requirement will not apply to a leveling lift whether or not automatic
grade controls are required. Mn/DOT may require removal and replacement of any part of any lift that is
constructed to less than the minimum required thickness.

                   Cores taken for density determination shall be measured for thickness also. Each core shall be
measured 3 times for thickness prior to sawing. Report the average of these three measurements. Each lot's average
core thickness shall be documented and submitted to Mn/DOT. If the average of the two Contractor cores exceed
the specified tolerance, an additional two cores may be taken in the lot in question. The average of all core thickness
measurements per day per lift will be used to determine daily compliance with thickness specifications.

                   On that portion of any lift constructed to more than the maximum permissible thickness, the
materials used in the excess mixture above that required to construct that portion of the lift to the Plan thickness plus
1/4 inch [6 mm] may be required to be removed and replaced.

B                 Surface Requirements

                   After compaction, the finished surface of each lift shall be reasonably free of segregated, open and
torn sections, and shall be smooth and true to the grade and cross section shown on the Plans with the following
tolerances:

         (1)      Where a leveling lift is specified, it shall be constructed to within a tolerance of 1/2 inch [15 mm]
                  of the elevations and grades established. This requirement shall also apply to the first lift placed
                  other than leveling when automatic controls are used.


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         (2)      The surface of the final two lifts placed shall show no variation greater than 6 mm 1/4 inch [6 mm]
                  from the edge of a 10 foot [3 m] straightedge laid parallel to or at right angles to the centerline.
                  Shoulder surfacing and surfacing on temporary connections and bypasses shall show no variations
                  greater than 1/4 inch [6 mm] from the edge of a 10 foot [3 m] straightedge laid parallel to the
                  centerline.

         (3)      After final compaction, all final lift asphalt wearing surfaces adjacent to concrete pavements shall
                  be slightly higher (but not to exceed 1/4 inch [6 mm] than the concrete surface.

                  After final compaction, all asphalt surfaces adjacent to gutters, manholes, pavement headers, or
                  other fixed structures shall be slightly higher (but not to exceed 1/4 inch [6 mm] than the surface
                  of the structure.

         (4)      Transverse joints (construction joints), at the beginning and end of a project, at paving
                  exceptions, or caused by suspension of daily paving operations, shall show no variation greater
                  than 1/4 inch [6 mm] from the edge of a 10 foot [3 m] straightedge centered longitudinally across
                  the transverse joint. Mn/DOT may require correction by diamond grinding when material is
                  placed outside the above-described limitations.

         (5)      The transverse slope of the surface of each lift, exclusive of the shoulder wearing lift, shall not
                  vary from the slope shown in the Plans by more than 0.4 percent.

         (6)      The distance between the edge of each lift and the established centerline shall be no less than the
                  Plan distance nor more than 3 inches [75 mm] greater than the Plan distance. In addition, the edge
                  alignment of the wearing lift on tangent sections and on curve sections of 3 degrees or less shall
                  not deviate from the established alignment by more than 1 inch [25 mm] in any 25 foot [7.5 m]
                  section.

         (7)      The finished surface of each lift shall be reasonably free of segregated and open and torn sections
                  and deleterious materials.

                 Any material placed outside the above described limitations shall be removed and replaced after
being cut or sawed or with the Approval of Mn/DOT, allowed to remain inplace at a reduced cost as determined by
Mn/DOT. Any single occurrence of material outside the limitations described above shall be considered to have a
minimum dimension of one square yard square [one square meter] in any dimension.

C                 Pavement Smoothness Specification – IRI (International Roughness Index)

C1                General

                   Pavement smoothness will be evaluated on the final mainline pavement surface using an Inertial
Profiler (IP) and the International Roughness Index (IRI). Unless otherwise authorized by Mn/DOT, all smoothness
testing shall be performed in the presence of Mn/DOT. Mn/DOT and the Contractor shall mutually agree upon
scheduling of smoothness testing so that testing can be observed. Any testing performed without Mn/DOT‟s
presence, unless otherwise authorized, may be ordered retested at the Contractor's expense. The following Table
2360.7-A (IRI) shows pavement surfaces that are excluded from smoothness testing but subject to 2360.7B surface
requirements.

                                               Table 2360.7 – A (IRI)
                                                 Testing Exclusions

 25 foot [7.62 m] feet either side of obstructions such as manholes, water supply castings, etc.*
 Ramps, Loops, Climbing lanes
 Side Streets, Side Connections
 Turn Lanes, Storage Lanes, Crossovers, Bypass Lanes

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 Shoulders
 Intersections constructed under traffic – Begin and end the exclusion100 feet [30.5m] from the intersection radius
 Sections less than 25 foot [7.62 m]in length
 Acceleration, Deceleration Lanes
 Projects less than 1000 feet [300m] in length
 Mainline paving where the normally posted regulatory speed is less than or equal to 45 miles per hour [70 km/hr]
 Begin the exclusion at the sign
 Single lift overlays over concrete

*Mainline shall be included in profiling if obstructions are located in auxiliary or parking lanes

C1A               Smoothness Requirements

                Pavement smoothness requirements will be evaluated by the International Roughness Index (IRI)
Equation B. Location of bumps and/or dips and magnitude will be based on California Test Method 526.

C2                Measurement

                    Smoothness will be measured with an IP, which produces both an IRI value and a profilogram
(profile trace of the surface tested). The IP shall conform to the Class 1 requirements of ASTM E950-94 and must
be certified according to the most recent procedure on file in the Bituminous Office. For pavement evaluation, one
pass will be made in the right wheel path of each traffic lane. The IP shall be run in the direction the traffic will be
moving. Each lane will be tested and evaluated separately. Mn/DOT will determine the length in miles [kilometers]
for each mainline traffic lane. The IP shall be operated at the optimum speed as defined by the manufacturer.

C3                Smoothness testing

                  The Contractor shall furnish a properly calibrated, documented, and MnDOT certified IP. The IP
shall be equipped with automatic data reduction capabilities. Computer programs used to calculate the IRI statistic
from a longitudinal roadway profile shall follow the procedure developed by the World Bank for a quarter-car
simulation as described in NCHRP report 228.

                   Mn/DOT certification documentation shall be provided on the first day the IP is used on the
project. IP settings are on file in the Bituminous Office. The Contractor shall furnish a competent operator, trained
in the operation of the IP and evaluation of both California Test Method 526 and the International Roughness Index.

                  The Contractor shall remove all objects and foreign material on the pavement surface prior to
surface evaluation by power brooming.

                   The pavement surface will be divided into sections which represent continuous placement. A
section will terminate 25 foot [7.62 m] before a bridge approach panel, bridge surface, manhole or similar
interruption. In the final pavement evaluation, a day's work joint will be included in the trace with no special
consideration. A section will be separated into segments of 0.1 mi [0.1 km]. A segment will be in one traffic lane
only.

                  An IRI value shall be computed for each segment of 25 foot [7.62 m] or more. The IRI value will
include the 25 foot [7.62 m] at the ends of the section only when the Contractor is responsible for the adjoining
surface.

                   End of run areas not included in the IRI value and any sections of pavement less than 25 foot
[7.62m] in length shall be checked longitudinally with a 10 ft [3.028 m] straight edge and the surface shall not
deviate from a straight line by more than 1/4 inch in 10 ft [6 mm in 3.028 m]. Transverse joints shall be evaluated
by centering the straightedge longitudinally across the transverse joint.




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                 The Contractor shall submit the graphical trace, a summary of the bump(s)/dip(s) locations, the
magnitude of the bump(s)/dip(s) and each segment IRI value on the same day as the profiling was conducted.

                     The Contractor shall submit a final spreadsheet summary of the smoothness data to Mn/DOT
within five calendar days after all mainline pavement placement. The summary shall be signed by the Contractor.
The spreadsheet summary shall be in tabular form, with each 0.1 mile [0.1 km] segment occupying a row. Each row
shall include the beginning and ending station for the segment, the length of the segment, the final IRI value for the
segment, the IRI based incentive/disincentive in dollars for the segment, and the deductions for bump(s)/dip(s) in
dollars for the segment. Each continuous run will occupy a separate table and each table will have a header that
includes the following: the project number, the roadway number or designation, a lane designation, the mix type of
the final lift, the PG binder of the final lift, the date of the final smoothness runs, and the beginning and ending
station of the continuous run. The following information shall be included at the bottom of each summary: a
subtotal for the IRI based incentive/disincentive, a subtotal for the bump deductions, and a total for
incentive/disincentive for both IRI values and bumps. Software to summarize the data is available from the
Mn/DOT Bituminous Office at www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp.

                  The Contractor will be responsible for all traffic control associated with the smoothness testing
and any corrective action (when applicable) that is required of the final pavement surface.

C3A               Retesting

                   Mn/DOT may require any portion or the total project to be retested if the results are questioned.
This includes both IRI values and bump/dip locations. Mn/DOT will decide whether Mn/DOT, an independent
testing firm (ITF), or the Contractor will retest the roadway surface.

                   If the retested IRI values differ by more than 10% from the original IRI values, the retested values
will be used as the basis for acceptance and any incentive/disincentive payments. In addition, bump/dip locations as
shown by the retest will replace the original results.

                   If Mn/DOT directs the Contractor or an independent testing firm to perform retesting and the
original results are found to be accurate, Mn/DOT will pay the Contractor or the independent testing firm $62.14 per
lane km [$100 per lane mile] that is retested, with a minimum charge of $500.00. The Contractor will be
responsible for any costs associated with retesting if the original values differ by more than 10% from the retested
values.

C4                IRI Values

                  The IP shall be equipped with automatic data reduction capabilities for determining the IRI values.
 An IRI value shall be calculated for each segment of the final pavement surface. Segments greater than or equal to
7.62 m [25 feet] and less than 161m [528 feet] shall be evaluated as a separate segment. The IRI values shall be
determined by following NCHRP report 228. The IRI values shall be reported in units of inches per mile [m per
km]. Report inches per mile with one digit right of the decimal and for m per km report with two digits right of the
decimal. Follow Mn/DOT rounding procedures per the Bituminous Manual section 5-693.730.

C4a               Bumps and Dips –IRI Equation B

                   Bump/dip location will be determined in accordance with California Method 526. Bumps and
dips equal to or exceeding 0.4 inch in a 25 ft [10.2 mm in a 7.62 m] span shall be identified separately. When the
profile trace shows a successive, uninterrupted bump, dip; or dip, bump combination (up to a maximum of 3
alternating trace deviations that relate to one bump or dip on the roadway), identify and evaluate these occurrences
as one event.

                   The Contractor shall correct, by diamond grinding, all areas represented by bumps or dips of 0.4
inch [10.2 mm] or more as measured by California Test Method 526. However, Mn/DOT may allow bumps or dips
of 0.4 inches to 0.6 inches [10.2 mm to 15.2 mm] in a 25 foot [7.62 m] span to be left uncorrected, and in such case,
the contractor will be assessed a price deduct as specified in section C6 ("Payment") of this special provision.


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                   Corrected dips or bumps will be considered satisfactory when the profilogram shows the
deviations are less than 0.4 inch in a 25 foot [10.2 mm in a 7.62 m] span.


C5                Surface Correction

                   Unless otherwise approved by Mn/DOT, corrective work shall be by diamond grinding. Other
methods may include; overlaying the area, or replacing the area by milling and inlaying. Mn/DOT shall approve of
the Contractor's method of correcting segment(s) prior to the Contractor starting corrective work. Any corrective
actions by milling and inlay or overlay shall meet the specifications for ride quality over the entire length of the
correction, including the first and last 25 foot [7.62 m]. Bumps or dips in excess of 0.4 inches [10.2 mm] where
evaluation is by Equation B that are located at transverse joints at areas of corrective actions utilizing overlay or
milling and inlay, shall be removed by diamond grinding. The Contractor shall notify Mn/DOT prior to
commencement of the corrective action. If the surface is corrected by overlay, inlay or replacement, the surface
correction shall begin and end with a transverse saw cut. Surface corrections shall be made prior to placing
permanent pavement markings. In the event that permanent pavement marking are damaged or destroyed during
surface correction activities, they will be replaced at no cost to Mn/DOT.


                  Pavement smoothness evaluation by Equation B is specified and Mn/DOT may require that the
Contractor, at no expense to Mn/DOT, correct segments with an IRI greater than 75 inches/mile [1.18 m per km] or
Mn/DOT may assess a $675 per 0.1 mile [$420 per 0.1 km] penalty in lieu of requiring corrective work.

                   Bump, dip, and smoothness correction work shall be for the entire traffic lane width. Pavement
cross slope shall be maintained through corrective areas.

                 All corrective work shall be subject to the approval of Mn/DOT. After all required corrective
work is completed a final segment(s) IRI value and bump/dip tabulation shall be determined and submitted to
Mn/DOT. Corrective work and re-evaluation shall be at the Contractor's expense.

                 Segments requiring grinding will be re-profiled within two working days of completion of
grinding. Individual bumps/dips and segments requiring grinding shall be completed with 15 working days of
notification.

C6                Payment

                  The Contractor may receive an incentive payment or be assessed a penalty based on the number of
segments and the IRI value. The total ride incentive shall not exceed 5% of the total mix price for pavement
smoothness evaluated under Equation B. Total mix shall be defined as all mixture placed on the project. Only those
segments which have had no corrective work or work to improve the ride are eligible for IRI incentive payment.
Incentive payment for IRI will be based on the roadway segment before corrective work is performed. Grinding of
the segment into incentive payment or grinding of the segment in order to obtain a higher incentive payment is not
allowed. IRI incentive payment is independent of pay adjustment for bumps and dips.

                  The Contractor will not receive a net incentive payment for ride if more than 25% of all density
lots (excluding longitudinal joint density) for the project fail to meet minimum density requirements.


                  For pavement smoothness evaluated under Equation B uncorrected bumps or dips greater than or
equal to 0.4 inches [10.2 mm] in a 25 foot [7.62 m]span will be assessed a price deduction of $675 per event.


                  Combinations of bumps and dips which arise from the same single bump or dip are considered to
be one event, and shall be counted only once for the purposes of calculating price deductions. Typically, bump-dip-



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bump combinations, or dip-bump-dip combinations, that are confined to a 30 feet longitudinal segment are
considered to be one event.

                  Bumps or dips resulting from a construction joint will be assessed a $900 penalty.

                  Incentive/disincentive payments will be based on the IRI determined for each segment and will be
based on the following equations and criteria.


C6b                                                                     IRI Equation B*
Inches/mile [IRI m/km]                                                  Incentive/Disincentive $/0.1mile [$/0.1km]
< 33 inches/mile [< 0.52 m/km]                                          $270 [$168]
 33 inches/mile to 75 inches/mile [0.52 m/km to 1.18 m/km]              $600 – (IRI x 10) [$373 – (IRI x 395)]
> 75 inches/mile [>1.18 m/km]                                           -$675 [-$420]
* Typically, 2-lift construction


DBS-2360.2 (2360) HOT MIXED ASPHALT - POROUS PAVEMENT
ONLY USE WITH CONSENT OF BITUMINOUS OFFICE
                   The provisions of DBS-2360.1Plant Mixed Asphalt Pavement (2360) (Gyratory Design)
Specification of these Special Provisions is hereby modified as follows in order to use the porous pavement as part
of providing for storm water treatment.

                  Bituminous material shall be PG (Performance Grade) PG 64-22. The use of recycled material,
RAP or shingles, is not allowed. Design asphalt content by weight shall be in accordance to Mn/DOT 2360 (Table
2360.2E (as modified below), Table 2360.3-B2a and Table 2360.3-B2b)

DBS-2360.2.1      DESCRIPTION

                  This work consists of the construction of a Porous Hot Mix Asphalt Wearing Course Mixture
(Porous HMA). The work shall be in accordance with these specifications and shall conform to the lines, grades,
thicknesses, and typical cross-sections shown on the plans.

DBS-2360.2.2      MATERIALS

         (A)      2360.2E (Gradation Requirement) is hereby modified as follows:

                          Mineral aggregate shall meet aggregate size B gradation as modified below in Table
                  2360.2-E for the type and thickness of mixture specified.

                                                    Table 2360.2-E
                                          Aggregate Gradation Broad Bands
                                        (% passing of total washed gradation)
                                  Sieve Size, mm (inch)              Porous HMA
                                         19.0 (¾")                        100
                                         12.5 (½")                      85-100
                                         9.5 (3/8")                      55-75
                                         4.75 (#4)                       10-25
                                         2.36 (#8)                        5-10
                                      0.075 (#200)                         2-4

         (B)      2360.2C1 is hereby modified to read:

                         The Los Angeles Rattler loss on the coarse aggregate fraction (material retained on the
                  4.75-mm [#4] sieve) shall not exceed 35 percent for any individual source used within the mix.


Special Provisions – Division 2                                                                        Page 157 of 224
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         (C)      2360.2F is hereby modified to read:

                  F          Additives

                           An additive is any material added to an asphalt mixture or material, such as mineral filler,
                  asphalt additives, anti-strip, stabilizers, and similar products.

                          Additives shall not be incorporated into the mixture without approval of Mn/DOT.
                  Anti-foaming agents shall be added to asphalt cement at the manufacturer's recommended dosage
                  rate.

                  F1       Mineral Filler. ............................................................................................ AASHTO M17
                  F1a      Composition
                           Mineral filler shall consist of carbonate dust, Portland cement, hydrated lime, crushed
                  rock screening, or rotary limekiln dust.

                            Crushed rock screenings to be used as mineral filler shall be of such composition and
                  quality that the bituminous mixture containing the rock screenings will have stability and
                  durability equivalent to those of the comparable mixture containing one of the other acceptable
                  filler materials. The rock screenings shall be free from clay and shale.

                           Mineral filler prepared from rock dust, slag dust, and similar materials shall be free from
                  organic impurities and have a plasticity index not greater than 4 (AASHTO T 90).

                  F1a1      Hydrated Lime
                            Hydrated lime used in asphalt mixtures shall meet the requirements of ASTM C977 and
                  have a maximum of eight percent unhydrated oxides (as received basis). The method of
                  introducing and mixing the hydrated lime and aggregate shall be subject to approval by Mn/DOT
                  prior to beginning mixture production.

                  F1b        Gradation
                             Mineral filler shall be graded within the following limits:
                             Percent finer than 0.600mm (#30) ................................ 100
                             Percent finer than 0.300mm (#50) ...........................95-100
                             Percent finer than 0.075mm (#200) .........................70-100

                  F1c      Condition
                           Mineral filler that is to be added directly to the dried aggregate for the bituminous
                  mixture shall be thoroughly dry and free from lumps consisting of aggregations of fine particles.

                           Crushed rock screenings used as mineral filler shall be of uniform gradation and shall be
                  processed and handled in such a manner as will prevent segregation. The rock screenings shall be
                  dried by passing through the dryer.

                  F1d        Sampling and Testing
                             1)      Sampling ................................................................. Mn/DOT Bituminous Manual
                             2)      Fineness
                                     Sieve Analysis ............................................................................... AASHTO T 27
                                     Hydrometer Analysis .................................................................... .AASHTO T 88
                                     (A)       This procedure is modified to permit the use of Gum Arabic as a
                                               dispersing agent if flocculation occurs.
                             3)      Plasticity Index ..................................................................... AASHTO T 89 & 90
                             4)      Specific Gravity ............................................................................ AASHTO T100

                  F5         Porous HMA Asphalt Stabilizer ......................................................... AASHTO MP8-02


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                            An asphalt stabilizer additive shall be used to control drain-down. The stabilizer additive
                  shall be a cellulose fiber conforming to AASHTO MP8-02.

                           The stabilizer supply system shall be a separate system that proportions the required
                  amount of stabilizer in uniform distribution. The system shall include low level and no-flow
                  indicators and a printout of status of feed rate in lbs/min. The stabilizer supply line shall include a
                  section of transparent pipe for observing consistency of flow or feed. Stabilizer dosage rate shall
                  be within 0.2-0.4 percent by weight of the total mix.

         (D)      Section 2360.2G is added to read:

                  G        Asphalt Binder Material ....................................................................... AASHTO M 320
                           The asphalt binder material shall be PG 64-22.

DBS-2360.2.3      MIXTURE DESIGN

         (A)      2360.3A shall be modified to include:

                  a)       It shall be the Contractor's responsibility to design the porous asphalt mixture such that it
                           meets the requirements of this specification. Test method ASTM D6752 Mn/DOT
                           modified (Corelok) shall be used to determine mixture bulk specific gravity.
                  b)       All mixture shall be designated as wearing course.
                  c)       Additional information can be found in Appendix A of NAPA‟s Porous Asphalt
                           Pavements, Quality Improvement Series 131, however these specs shall take precedence.

         (B)      2360.3B1 shall be modified to include:

                  B1a      Desired Aggregate Blend
                           At least 7 working days prior to the start of asphalt production, the Contractor shall
                  submit at least 150 lbs. of the coarse aggregate fraction from the selected design aggregate
                  structure. This sample will be tested for the voids in coarse aggregate fraction (VCA drc).

         (C)      Table 2360.3-B2a shall be modified to read as follows:

                                                  Table 2360.3-B2a
                                           Mixture Aggregate Requirements
          Aggregate Blend Property                                                                      Porous HMA
          Coarse Aggregate
           Angularity (ASTM D5821)
          (one face), %- Wear & Non-Wear                                                                      55
          Coarse Aggregate Absorption, %
                                                                                                              <2
           AASHTO T85, Mn/DOT modified
          Fine Aggregate Angularity (FAA)
                                                                                                             N/A
           AASHTO T304, Method A
          Flat and Elongated Particles, max% by weight, (ASTM D 4791)                                   5 (5:1 ratio)
          Clay Content (AASHTO T 176)                                                                        30
          Total Spall in fraction retained on the 4.75mm (#4) sieve                                          2.5
          Maximum Spall Content in Total Sample                                                              2.5
          Maximum Percent Lumps in fraction retained on the 4.75mm (#4) sieve                                0.5

         (D)      Table 2360.3-B2b shall be modified to read as follows:




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                                                     Table 2360.3-B2b
                                                Mixture Requirements
                Gyratory Mixture Requirements                                          Porous HMA
                Gyrations for Ninitial                                                     N/A
                Gyrations for Ndesign                                                       50
                Gyrations for Nmaximum                                                     N/A
                Air Voids, % -- Wear                                                       18%
                Tensile Strength Ratio (1), min% at mix design                              80
                Fines/Effective Asphalt                                                     1.2
                Draindown - based on a 1 hour reading at the anticipated
                                                                                          < 0.3 %
                production temperature
                Stabilizer by weight of total mix, %                                   0.2 – 0.4
                VCA Ratio                                                           VCAMIX<VCADRC
               (1) See 2360.4 E9. Use 150mm (6-inch) specimens for gyratory.

         (E)       Section 2360.3 B2d is hereby added:

                   B2d      Minimum Asphalt Content
                            The guideline for percent asphalt binder shall be 5.5 to 6.5 percent by weight of mix.

         (F)       Blank.

         (G)       Table 2360.3-B3 shall be modified as follows:

                   Compacted briquette air void content for gyratory design shall be 17.0 – 19.0 %.

         (H)       2360.3C(13)(a) is hereby modified to read as follows:

                            Using the selected design gradation, prepare mixes at the three binder contents in
                   increments of 0.5 percent. Conduct draindown test (AASHTO T305 or ASTM D6390) on loose
                   mix at a temperature 15oC higher than anticipated production temperature. Compact mix using 50
                   gyrations of a Superpave gyratory compactor and determine air void contents.

         (I)       2360.3C(13)(g) is hereby modified to read as follows:

                          Test final mix for moisture susceptibility using the modified Lottman method (ASTM D
                   4867 Mn/DOT) Modified. Retained tensile strength (TSR)  80 percent.

         (J)       2360.3C Additional Documentation for Gyration design is hereby modified to read as follows:

                   Additional Documentation For:
                   Gyratory Design

                   (G1)     The test results from the composite aggregate blend at the proposed JMF proportions
                            indicating compliance with Coarse Aggregate Angularity, Fine Aggregate Angularity,
                            and Flat and Elongated as shown in Table 2360.3-B2a.
                   (G1a)    For the trial blend(s), determine the Voids in the Coarse Aggregate-Dry Rodded
                            Condition (VCADRC) according to AASHTO T19. The VCA ratio (VCAmix/VCADRC)
                            shall be less than 1.0, i.e. VCAmix< VCADRC.
                   (G2)     The design number of gyrations at Ndesign.
                   (G3)     The temperature ranges the mixture is intended to be discharged from the plant and
                            compacted at the roadway shall be provided by the asphalt binder supplier. Temperatures
                            to be included are, laboratory mixing and compaction temperature ranges and maximum
                            field mixing and compaction temperatures.



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                  (G4)     Evidence that the completed mixture will conform to all specified physical requirements
                           as follows: asphalt content and densification %Gmm at Ndesign, design air voids (Va), TSR,
                           Fines/Effective Asphalt, draindown, percent Stabilizer by weight of total mix, and VCA
                           ratio.
                  (G5)     Labeled gyratory densification tables and curves, generated from the gyratory compactor,
                           for all points used in the mixture submittal.
                  (G6)     Percent and manufacturer‟s data for type of stabilizer used.

         (K)      2360.3 D Modified Mixture Design (Option 2) is deleted.

DBS-2360.2.4      MIXTURE QUALITY MANAGEMENT

         (A)      2360.4 D Sampling and testing second paragraph is hereby modified to read as follows:

                  The tests for mixture properties shall be conducted on representative portions of the mix, quartered
                  from a larger sample of mixture taken from the truck box. The mixture shall be sampled from the
                  truck box at the plant site after the truck has been fully loaded. The procedure for truck box
                  sampling is contained on the Bituminous Office Web page at:
                  http://www.mrr.dot.state.mn.us/pavement/bituminous/bituminous.asp

                  Specifier personnel should monitor all samples obtained from the truck box. Due to mixture
                  coarseness, sampling from the uncompacted mat behind the paver is discouraged.

         (B)      Table 2360.4-D is hereby modified to read as follows:

                                                  Table 2360.4-D
                                              Production Testing Rates
                                                                                                       Spec
 Production Test              Testing Rates                            Test Reference
                                                                                                       Section
                                                                       ASTM D6752 Mn/DOT
 Bulk Specific Gravity        1 test per 450 metric tons (500 tons)                                    2360.4E2a
                                                                       modified (Corelok)
 Maximum Specific                                                      AASHTO T209 Mn/DOT
                              1 test per 450 metric tons (500 tons)                                    2360.4E3
 Gravity                                                               modified
 Air Voids (calculated)       1 test per 450 metric tons (500 tons)    AASHTO T269, T312               2360.4E4
 Asphalt Content              1 test per 450 metric tons (500 tons)    Bit & Lab Manual                2360.4E1
 Gradation                    1 test per 900 metric tons (1000 tons)   AASHTO T11 & T27                2360.4E6
 Coarse Aggregate
                              1 test per 900 metric tons (1000 tons)   ASTM D5821                      2360.4E7
 Angularity
 VCA Ratio (calculation)      1 test per 450 metric tons (500 tons)    AASHTO T19                      2360.4E14
                                                                       AASHTO T305 or ASTM
 Draindown                    1 test per 450 metric tons (500 tons)                                    2360.3
                                                                       D6390

         (C)      Table 2360.4-E is hereby modified to read as follows:




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                                             TABLE 2360.4-E
                                 PRODUCTION SAMPLING AND TESTING RATES

Production Test                             Sampling/Testing Rates                                Test Reference                   Section
Maximum                                                                                           AASHTO T209
                                                           "                                                                       2360.4E3
Specific Gravity                                                                                  Mn/DOT modified
Air Voids                                                                                         AASHTO T269, T312
                                                           "                                                                       2360.4E4
(calculated)
Asphalt Content                                     "                                             Bit & Lab Manual                 2360.4E1
                         1 gradation per 1,800 metric tons (2,000 tons), or                       AASHTO T11, T27,
Gradation                                                                                                                          2360.4E6
                         portion thereof (minimum of one per day)                                 T30Mn/DOT modified
                         2 tests/day for a minimum of 2 days, then 1 per day if                   ASTM D5821
Coarse Aggregate
                         CAA is met. If CAA >8% of requirement, 1                                                                  2360.4E7
Angularity
                         sample/day but test 1/week.
Fine Aggregate                                                                                    AASHTO T304,
Angularity (FAA)         N/A                                                                      Method A                         2360.4E8

                         1st sample at 5,000 tons or by second day of                             ASTM D4867
TSR                      production, then sample at every 18,000 metric tons                      Mn/DOT modified                  2360.4E9
                         (20,000 tons)
Aggregate Specific                                                                                AASHTO T84 & T85,
                         1 per 9,000 metric tons (10,000 tons)                                                                     2360.4E10
Gravity                                                                                           Mn/DOT modified
Mixture Moisture         Daily unless exempted by Engineer                                        Mn/DOT 5-693.950
                                                                                                                                   2360.4E11
Content
                                   st
                         Sample 1 load (each grade) then 1 per 1,000,000 liter                    Mn/DOT 5-693.920
Asphalt Binder                                                                                                                     2360.4E12
                         (250,000 gallon-sample size 1 quart.)

         (D)       2360.4 E2 shall be deleted

         (E)       The Title of 2360.4 E10 is hereby modified to read as follows:

                   Aggregate Specific Gravity (Gsb) and Aggregate Absorption ............................... AASHTO T84 and
                                                                                                     T85 Mn/DOT modified

         (F)       2360.4 E13 is hereby added:

                   E13       Draindown Test ......................................................................................... .AASHTO T305
                             Draindown that exceeds 0.3% is unacceptable. The Contractor shall take appropriate
                   action to bring draindown values into specification. This action may include checking to determine
                   if the stabilizer is being added, if the rate of adding stabilizer is correct and checking if the mixing
                   temperature is excessive. The draindown test shall be performed at the production plant mixing
                   temperature.

         (G)       2360.4E14 is hereby added:

                   E14         Voids in Coarse Aggregate (VCA) Ratio Calculation .......................... AASHTO PP41-02
                               To select gradation, choose the gradation with the VCAMIX<VCADRC with high air voids.

         (H)       Modify 2360.4F (2a) to include:

                   15.         If obtained, verification sample.
                   16.         VCA ratio
                   17.         Draindown value in %

         (I)       Modify 2360.4 G to include:


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                  (6)      VCA ratio
                  (7)      Draindown value in %

         (J)      Modify Table 2360.4-H to read:

                                                   Table 2360.4-H
                                                  JMF Limits (N=4)
                           Item                                           JMF Limits
                           % Gmm @ Ndesign / Production Air Void              1.0
                           Asphalt Binder Content, Percent                    0.4
                           Sieve - % Passing*
                           19, 12.5, 9.5 mm (3/4", 1/2", 3/8")                4
                           4.75, 2.36 mm (No. 4 , No. 8)                      3
                           0.075 mm (No. 200)                                 2.0
                  * JMF target values are not allowed outside the broadband requirements in Table 2360.2-E.

DBS-2360.2.5      CONSTRUCTION REQUIREMENTS

         (A)      Modify 2360.5 B Restrictions to Read:

                  Placement of Porous HMA mixtures will be allowed only when the ambient air temperatures are at
                  least 10C (50F).

         (B)      Modify 2360.5C1a (7) to read:

                  Storage of the mix will be allowed during production at the risk of the Contractor and not to
                  exceed 90 minutes.

         (C)      Modify 2360.5C2a to read:

                  HMA shall be placed with a track paver.

         (D)      Modify 2360.5C2b to read:

                  The HMA shall be covered.

         (E)      Modify 2360.5D1 to include:

                  A uniform lower rate of application may be 0.01 – 0.02 gallons per square yard (undiluted) or
                  0.02 - 0.04 gallons per square yard (diluted).

         (F)      Modify 2360.5F to include:

                  For multiple lift construction, Mn/DOT and Contractor may elect to mutually agree to criss-cross
                  the previously placed strip (lift) prior to placement operations.

DBS-2360.2.6      PAVEMENT DENSITY

         (A)      2360.6 Pavement Density is hereby modified to read:

                   All compaction shall be by the Ordinary Compaction Method. Compaction of the hot-mix asphalt
                  shall take place when the surface is cool enough to resist a 10-ton steel-wheeled roller [vibratory
                  mode not allowed]. One or two passes is all that is required for proper compaction. More rolling
                  could cause a reduction in the surface porosity which is unacceptable. Vibratory rollers and/or
                  pneumatic-tired rollers are not allowed.


Special Provisions – Division 2                                                                         Page 163 of 224
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         (B)      2360.6 C4 Trench Rollers is here by changed to read:

                  C4 Trench Rollers
                           Trench rollers shall be self propelled and have a mass of not less than 2,960 pounds per
                  foot of width.

         (C)      2360.6 C5 Mixture Temperature Controls is here by changed to read:

                  C5 Mixture Temperature Controls
                           Unless directed by Mn/DOT in writing, no paving is allowed under the Ordinary
                  Compaction Method when the air temperature is below 50°F when measured away from artificial
                  heat. The minimum laydown temperature of the bituminous mix shall be 275 degrees Fahrenheit.

         (D)      Other Guidance on Ordinary Compaction of HMA

                  1)       Transporting of mix to the site shall be in vehicles with smooth, clean dump beds that
                           have been sprayed with a non-petroleum release agent.
                  2)       The porous bituminous courses shall be laid directly over the storage bed and stone base
                           course to the specified finished thickness.
                  3)       After final rolling, no vehicular traffic of any kind shall be permitted on the surface until
                           cooling and hardening has taken place, and in no case within the first 24 hours.
                  4)       Transition to adjacent impervious bituminous paving shall be merged neatly with flush,
                           clean line. Finished paving shall be even, without pockets, and graded to elevations
                           shown on drawing.
                  5)       Porous pavement beds shall not be used for equipment or materials storage during
                           construction, and under no circumstances shall vehicles be allowed to deposit soil on
                           paved porous surfaces.
                  6)       Establish and maintain required lines and elevations. Mn/DOT shall be notified for
                           review and approval of final stake lines for the work before construction work is to begin.
                           Finished surfaces shall be true to grade and even, free of roller marks and free of low
                           spots to form puddles. All areas must drain.

DBS-2360.2.7      THICKNESS AND SURFACE SMOOTHNESS REQUIREMENTS

         (A)      The first paragraph of 2360.7 A to is hereby modified to read as follows:

                           After compaction the thickness of the first lift on the aggregate base shall be within a
                  tolerance of 12 mm [1/2 inch] of the thickness shown in the Plans. Each subsequent lift shall be
                  within a tolerance of 6 mm [1/4 inch] of the thickness shown in the Plans. The Contractor shall
                  remove and replace any part of any lift that is constructed to less than the minimum required
                  thickness.
DBS-2411.1 (2411) MODULAR BLOCK RETAINING WALL
                This work consists of constructing modular block retaining walls in accordance with the
applicable Mn/DOT Standard Specifications and the following:

                  SEGMENTAL MASONRY RETAINING WALL UNITS

         (A)      SCOPE
                  This specification covers segmental masonry units for use in the construction of mortarless
retaining walls (SRW‟s).

         (B)      REQUIREMENTS
                  Each manufacturing facility shall provide the State Materials Engineer with a copy of their quality
control plan and procedures, including testing rates and material sources. Each manufacturing facility shall also

Special Provisions – Division 2                                                                           Page 164 of 224
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supply test reports and documentation of the product supplied to the project to verify compliance with this
specification.

                  The units shall conform to ASTM C1372, except that:

                  1.       The minimum compressive strength requirements of wall units shall be 38 MPa (5500
                           psi) for any individual unit and 40 MPa (5800 psi) for the average of 3 units. The
                           minimum compressive strength requirements of cap units shall be 25.5 MPa (3700 psi)
                           for any individual unit and 27.6 MPa (4000 psi) for the average of 3 units.

                  2.       The freeze/thaw durability of wall units tested in accordance with ASTM C 1262 in a 3%
                           saline solution shall be the minimum of the following:

                           (a)      The mean weight loss of the five test specimens at the conclusion of 90 cycles
                                    shall not exceed 1% of its initial weight; or
                           (b)      The mean weight loss of the 4 lowest out of 5 test specimens at the conclusion
                                    of 100 cycles shall not exceed 1.5% of its initial weight.

                  3.       The freeze/thaw durability of cap units test tested in accordance with ASTM C 1262 in a
                           3% saline solution shall be the minimum of the following:

                           (a)      The mean weight loss of the five test specimens at the conclusion of 40 cycles
                                    shall not exceed 1% of its initial weight; or
                           (b)      The mean weight loss of the 4 lowest out of 5 test specimens at the conclusion
                                    of 50 cycles shall not exceed 1.5% of its initial weight.

                  4.       Cap units must meet the requirements of (1) and (3) and have a top surface sloped at
                           minimum of 1 mm fall per 10 mm run (1 inch fall per 10 inches run) front to back or be
                           crowned at the center.

                  5.       ASTM C 1262 test results shall be recorded and reported in 10 cycle intervals showing
                           the weight loss of all specimens and not just the mean value.

                  6.       Retesting will only be permitted at the discretion of Mn/DOT when special conditions
                           indicate additional testing is warranted.

                   Note: If a manufacturer chooses to increase the sample size tested beyond the 5 units required for
each block type, a mean value will not be used but rather each specimen in (2a) or (3a) must meet the 1%
requirement or 80% of the specimens in (2b) or (3b) need to be at or below 1.5% weight loss (i.e. if a sample size of
7 blocks is tested a minimum of 6 individual specimens must meet the weight loss requirement of (2b) or (3b), if a
sample size of 10 blocks is tested a minimum of 8 individual specimens must meet the weight loss requirement).

         (C)      SAMPLING AND TESTING

                  Shall conform to ASTM C 140, except that:

                  1.       Section 6.2.4 shall be deleted and replaced with:

                           “The specimens shall be coupons cut from a finished side or back shell of each unit and
                           sawn to remove any face shell projections. The coupon size shall have a height to
                           thickness ratio of 2 to 1 before capping and a length to thickness ratio of 4 to 1. The
                           coupon shall be cut from the unit such that the coupon height dimension is in the same
                           direction as the unit height dimension. Compressive testing of full size units will not be
                           permitted. The compressive strength of the coupon shall be assumed to represent the net
                           area compressive strength of the whole unit.”



Special Provisions – Division 2                                                                          Page 165 of 224
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                  2.       Cap units and wall units shall be sampled and tested as separate block types.

                  3.       Each manufacturing facility is required to sample and test each block type at the rate of
                           one set of samples per 5000 units of continuous production or fraction thereof (if
                           production is interrupted) as part of their overall quality control testing. Each 5000 units
                           of continuous production (or fraction thereof) shall constitute a lot.

                           Example: If 12,000 wall units are produced in a continuous production run, this would
                           constitute 3 lots and 3 sets of samples would be required. If 6000 units are produced in
                           each of two production runs (12,000 total) then 2 sets of samples would be required from
                           each separate production run or lot (4 sets of samples total).

                  4.       Minimum manufacturer testing shall include a minimum of 5 randomly selected units
                           from each lot and the following testing on each set of samples:

                           (a)      Compressive strength (average of 3 units)
                           (b)      Freeze-thaw durability (average of 5 units)

                  5.       Test results from each manufacturer lot of production shall be provided to the Mn/DOT
                           Foundations Unit within 30 days of the completion of testing and prior to the
                           incorporation of any material into a project. The test report will clearly state the
                           production lot number represented by the test results. This lot number shall correspond
                           with the lot number supplied with the block on the certificate of compliance as outlined
                           in (D) below.

         (D)       ACCEPTANCE AND USE
                   All block manufacturers complying with the requirements of Sections (A), (B) and (C) above shall
submit test results supporting this compliance to the Mn/DOT Foundations Engineer, 1400 Gervais Ave.,
Maplewood, MN 55109. Upon review of the test results the product and manufacturing facility will be placed on an
approved products list that will be on file in the Mn/DOT Foundations Unit and can be viewed on the Mn/DOT
website at: http://www.mrr.dot.state.mn.us/geotechnical/foundations/foundations.asp.

                 Block types and manufacturing facilities not on this list shall not be allowed for use on Mn/DOT
or Federal-Aid projects.

                  All block submitted for use on Mn/DOT or Federal-Aid projects shall be accompanied by a
certificate of compliance attached to each pallet of block.The certificate of compliance shall include the name and
address of the manufacturing facility, date of manufacture and lot number, in addition to all other required
information.

                 Any block that has not been tested by the manufacturer as required under (C) above, or has
not had these test results submitted to Mn/DOT prior to its incorporation into a project, shall be deemed
Unacceptable and Unauthorized work.

                 Project personnel shall submit samples for testing as specified in the Schedule for Materials
Control for Design Build projects.

         (E)      SEGMENTAL MASONRY RETAINING WALL SURFACE SEALING
                  All segmental masonry retaining walls shall have their surfaces sealed.

                  Segmental masonry retaining wall surface sealing shall consist of preparation, furnishing and
applying the surface sealer to the top, exposed front face, and backside of the upper three courses of all walls.

                 Surface sealers shall meet the requirements on file in the Mn/DOT Concrete Engineering Unit
(651/366-5575). The list may also be viewed on the Mn/DOT website at:
http://www.dot.state.mn.us/products/index.html.


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                   Due to the potentially hazardous ingredients contained in sealer formulations extreme care must be
exercised in their handling and use, and the manufacturer‟s recommendations shall be closely followed.

                  Construction Requirements

                  1.       The Contractor shall comply with the manufacturer‟s written instructions for preparing,
                           handling and applying the surface sealer.

                  2.       The surface to be treated shall receive a light water-blast to the extent that the surface is
                           clean and free of oils.

                  3.       Before the surface sealer is applied the surface to be sealed shall be dry and free of all
                           dust, debris, and frost.

                  4.       Surface sealers shall be applied at the heaviest application rate specified by the
                           manufacturer.

        (F)       The color and face texture of the segmental masonry units shall be consistent with the design
requirements of the Contract Documents.

DBS-2411.2 (2411) PILING SUPPORTING CONCRETE RETAINING WALLS
                  The nominal pile bearing resistances shown on Mn/DOT Standard Concrete Retaining Wall
Sheets (Mn/DOT Standard Figures 5-297.620 through 5-297.632 dated May 31, 2006) were calculated using the
Allowable Stress Design (ASD) Method, Not the LRFD method. If dynamic formulas are used to determine pile
resistance for concrete retaining walls in the field, follow Mn/DOT 2452.3E. Do not use LRFD pile driving
formulas to compute pile capacities for concrete retaining walls. For retaining wall plan sheets dated later than May
31, 2006 the inspector must confirm which dynamic formula to use.

DBS-2433          (2433) STRUCTURE RENOVATION
                  The provisions of 2433 are modified and/or supplemented with the following:

                   REMOVAL OF EXISTING STEEL MEMBERS
                   All lead paint that has been identified as peeling must be stabilized by coating with a paint or
similar material that will prevent the peeling paint from flaking during demolition, or must be scraped. This must all
be completed as per the Mn/DOT Asbestos and Regulated Waste Manual for Structure Demolition or Relocations
for Construction Projects.

DBS-2442          (2442) REMOVAL OF EXISTING BRIDGES
              This work shall consist of the removal and disposal of inplace bridges in accordance with
Mn/DOT 2442 and the following:

                 The Contractor's shall use Mn/DOT approved companies for testing, waste transport and disposal
 as provided and described in Mn/DOT's manual "Asbestos and Regulated Waste Manual For Structure Demolition
 Or Relocations for Construction Projects" available on the following website:
 http://www.dot.state.mn.us/environment/regulated-materials/index.html. Contact Mark Vogel, Office of
 Environmental Services, 651.366.3630 with any questions regarding the manual.

                  All material shall be removed, identified, and disposed of in accordance with Section DBS-1701.3
 (LAWS TO BE OBSERVED (BRIDGE)) of these Special Provisions. The Contractor will not receive permission
 to begin the removals, with the exception of material needed for hazardous and regulated waste assessment or
 testing, until Mn/DOT has copies of all required notices.


Special Provisions – Division 2                                                                             Page 167 of 224
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                  MIGRATORY BIRD PROTECTION

                   The Contractor‟s attention is directed to the fact that most bird species are protected under the
Federal Migratory Bird Treaty Act 50 CFR 21, and the knowing destruction of these birds or their active nests (nests
with eggs or live young) is a felony punishable by a fine and/or jail term.

          Tree Removal
Prior to engaging in any tree removal activities, the Contractor shall survey the trees to determine if any bird nests
are present. If nests are discovered, the Contractor shall work with the Mn/DOT ECM to determine what actions are
required in accordance with the provisions of the Migratory Bird Treaty Act (MBTA).

          Bridge Removal
The Contractor shall be advised that bridge sites such as those in this Contract can be attractive places for different
species of migratory birds to build nests and raise their young. Often times, birds will continue to use the same
bridge site year after year. Mn/DOT will establish via recent bridge inspection reports, whether bird nests
historically were identified on the bridge. However, to ensure compliance with the MBTA and to allow enough time
to employ any necessary measures should nesting birds be identified, the Contractor shall coordinate with the
Mn/DOT ECM well in advance of any bridge removal activities.

DBS-2461.1 (2461) STRUCTURAL CONCRETE: (Contractor Concrete Mix Design)
                 The Contractor is allowed to provide special designs or modifications to trial mix designs
requested from Mn/DOT for concrete mixes being used in the Project. The work shall be performed in accordance
with the requirements of Mn/DOT 2461 and the following:

               GENERAL REQUIREMENTS
Refer DSB-2301.2,for concrete paving requirements.

                  The Contractor shall be responsible for determining the appropriate concrete mix design
proportions and testing the mixes in accordance with the requirements of the specific usage, as described below.

                  A. Mix Design

                   The Contractor shall submit the following to Mn/DOT for review prior to the beginning of
laboratory tests for the mix designs. The Contractor shall submit all mix design information on the Mn/DOT
Contractor Mix Design Submittal form. The Mn/DOT Concrete Engineering Unit shall provide all specific gravity
and absorption values for all proposed materials.

                  a.       A Job Mix Formula (JMF) containing proportions of materials and individual gradations of
                           each material, plus a composite gradation.
                  b.       Batch weights and properties of all ingredients and all aggregate gradations including the
                           water/cement ratio.
                  c.       The types and dosages of admixtures proposed for use and their purpose.
                  d.       The intended use for each mix design.

                 Concrete mixes shall be designed according to industry standard practice and complying with the
minimum cementitious material requirements designated in Standard Specification 2461.3C. Any additional
cementitious material necessary to meet the requirements described herein shall be the responsibility of the
Contractor. The final concrete mix shall exhibit the required properties. The exact proportions of cement or other
cementious materials, fine aggregate, coarse aggregate, water and admixtures shall be determined by the Contractor
in accordance with 2461.

                  The mix design used in the permanent work shall be of the same materials, same supplier, and
same supplier‟s manufacturing plant, and proportions as were used in the approved test mix. Strength requirements
specified for each design mix shall also be applicable to the cylinder tests taken during the production work.

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                   Any approved concrete air-entraining, water reducing or mid-range water reducing admixture may
be used at the discretion of the Contractor. The use of any other admixture requires approval by Mn/DOT. The
approved products list is available from the Mn/DOT Concrete Engineering Unit website.

                   The Department will not consider Value Engineering credits or other price adjustments for
proposals to utilize HRWR for the various classes of concrete.

                  B. Laboratory Testing

                  At least two weeks prior to the first anticipated concrete pour, the Contractor must have
preliminary approval from Mn/DOT and complete all trial mixing and testing. Final approval of the mixture is
based on satisfactory field placement.

                  Trial mixtures shall be proportioned and tested by an AMRL certified testing laboratory.
Sufficient material shall be submitted by the Contractor for multiple trial mixes to optimize each mix design. The
Contractor shall contact the Mn/DOT Concrete Engineering Unit a minimum of 2 days prior to any mixing so that a
Mn/DOT representative can observe the process. This same 2-day notification is required prior to any physical
testing on hardened concrete samples. Additionally, any hardened concrete test specimens shall be retained for a
minimum of 90 days and be made available for Mn/DOT to examine.

                 In addition to the above, if the Contractor elects to use a High Range Water Reducer (HRWR) for
a proposed concrete mix design the following shall apply:

                  1.       All testing for plastic concrete properties shall be performed after the HRWR has been
                           added to the concrete mix.
                  2.       Include with each design mix, a description of methods, sequences, times and places that
                           the HRWR will be introduced into the concrete mix for each proposed use. Adjust
                           methods, sequences, times and places for introduction of the HRWR to suit the
                           requirements for each proposed use and condition.
                  3.       The required average strengths to exceed the specified 28-day compressive strength
                           required for the mix design (and compressive strength at time of stressing when
                           required), as given in the Plans, shall be the amount determined or calculated in
                           accordance with the requirements of Section 5.3.2 of ACI 318-99 using the standard
                           deviation of the proposed concrete production facility as described in Section 5.3.1 of
                           ACI 318-99. This average compressive strength must be verified by laboratory tests at
                           least 14 days prior to the first pour. Projected strength gain curves will not be accepted.
                  4.       After the addition of HRWR admixtures, the maximum slump shall not exceed 7 inches.
                  5.       Before placement in the permanent work, the Contractor shall demonstrate through
                           production of at least three batches (3 cubic yards minimum size each) of concrete
                           containing the HRWR that the concrete plant can produce concrete consistently meeting
                           specified slump, air content and compressive strength requirements. The Contractor shall
                           also demonstrate to Mn/DOT that the concrete containing the HRWR admixture, in
                           accordance with the proposed design mixes, can be placed, consolidated and finished
                           under conditions existing for the proposed uses

                  C.       Submittals

                   After completion of the laboratory testing specified herein and, at least, 15 working days prior to
the first concrete pour, the following shall be submitted to Mn/DOT for review and approval:

                  Laboratory reports for the Contractor concrete design mixes, including the following:

                  1.       A Job Mix Formula (JMF) containing proportions of materials and individual gradations of
                           each material, plus a composite gradation.
                  2.       Exact batch weights and properties of all ingredients used and all aggregate gradations.


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                  3.        Slump and air content (at <5 minutes, 15 minutes, and 30 minutes after the completion of
                            mixing).
                  4.        Specimen identification, including mix designation.
                  5.        Date and time of cylinder preparation.
                  6.        Date and time cylinder specimen was tested.
                  7.        Compressive strength of each cylinder specimen at 1, 3, 7, 28, and 60 day (sets of 3).
                  8.        A graphic plot of age, from 0 to 60 days, vs. strength for each mix design.

                  D.        Inspection

                 The Contractor shall take air and slump tests in accordance with the Mn/DOT Schedule of Materials
Control for Design/Build Projects. The limits of 2461 will apply for acceptance.

                  Additionally, cylinders shall be made at the rate stated in the Schedule, but will be taken in sets of
three. The concrete compressive strength will be considered satisfactory if the requirements of Section 5.6 of ACI 318-
99 and the required minimum compressive strengths of 2461.3B2 are met. If the strength level is determined to be low,
Mn/DOT shall require that the Contractor take corrective measures. These measures may include rejection of the
material represented by the failing tests and development of a new mix design.

                   The Contractor shall be responsible for the making and testing of cylinders to determine when the
concrete forms may be stripped (and the post-tensioning applied when required). The minimum concrete compressive
strength required for stressing shall be given in the Plans. Cylinders shall be made at a minimum of the rate stated in the
Schedule of Materials Control for Design/Build Projects in sets of three. The strength will be considered satisfactory for
stripping of forms (or for stressing when required) if the strength of each break is equal to or greater than the specified
strength, as given in the Plans, with no test below the minimum strength as determined by the requirements of Section
5.3 of ACI 318-99. This information shall be provided to Mn/DOT by the Contractor.

                  E.        Placement

                  The Contractor shall provide for a minimum of a three-day cure on all concrete regardless of
cylinder strength. Additionally, the Contractor shall be responsible for determining when the post-tensioning will
take place based on cylinder breaks when required.

DBS-2461.2 (2461) STRUCTURAL CONCRETE
 Use when there is concrete on job (pavement, curb, gutter, sidewalk, barriers, pipe, lighting, signing, signals,
etc.). (If the job is signing, see if there is any concrete on the details. If none is shown, then this writeup is not
needed.)
                    The provisions of Mn/DOT 2461 are modified in accordance with the following:

Mn/DOT 2461.2A(2) shall be modified to include the following:

                  Type III cement may be used in the production of precast concrete items when approved by
                  Mn/DOT.

The third paragraph of Mn/DOT 2461.3B is hereby deleted.

The fourth paragraph of Mn/DOT 2461.3B2 is hereby deleted and replaced with the following:

                  The cement-voids ratio shown shall control the cementitious contents of all concrete mixes with
                  the following exceptions:
                  (a)      When the cement content is fixed by the minimum values provided for in 2461.3C.
                  (b)      As otherwise authorized herein.
                  (c)      For bridge deck concrete, the ratio of the mass (weight) of water to the mass (weight) of
                           cementitious shall not exceed 0.44.
                  (d)      For Type 3, Grade A concrete, the ratio of the mass (weight) of water to the mass
                           (weight) of cementitious shall not exceed 0.45.

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Mn/DOT 2461.3C shall be modified to include the following:

                  Cement substitutions will not be permitted when producing High-Early Concrete except by
                  Mn/DOT.

Mn/DOT 2461.3E shall be deleted and replaced with the following:

                  All admixtures shall be Mn/DOT Approved. Dosage rates for all admixtures are based on the
                  manufacturer‟s recommendations.

                  The following admixtures may be used at the discretion of the Producer/Contractor:
                  (a)      Type A water reducing admixtures
                  (b)      Type B Hydration Stabilizers
                  (c)      Type S Viscosity Modifying Admixtures

                  No substances other than cementitious materials, aggregates, water, air-entraining admixtures and
                  other admixtures referenced above shall be used in the concrete except by permission of the
                  Mn/DOT Concrete Engineer. No reduction in the normal cementitious content of the concrete mix
                  will be made when admixtures are specified or permitted, except by written permission of the
                  Mn/DOT Concrete Engineer, and in no case will the cement content be reduced below the
                  minimum specified in 2461.3C.

                  The use of calcium chloride will only be permitted with the approval of the Mn/DOT Concrete
                  Engineer. In any event, calcium chloride will not be permitted in units containing prestressing
                  steel nor in any concrete containing steel reinforcement.

Mn/DOT 2461.4A4b shall be modified with the following:

                  The air content for all paving grade concrete shall be 7.0 percent plus or minus 1.5 percent. The
                  air content shall be measured after placement on the grade but before consolidation. 2461.4A4b
                  shall be adjusted accordingly based on the 7.0 percent target value.

The first paragraph of Mn/DOT 2461.4A5 shall be deleted and replaced with the following:

                  Concrete sampling and testing will be performed in accordance with the procedures described in
                  the Mn/DOT Concrete Manual, reported on the Weekly Concrete Report (Mn/DOT Form 2448)
                  and submitted to the Mn/DOT Concrete Engineering Unit.

Mn/DOT 2461.4A4a and 2461.3B3 are hereby deleted and the following inserted therefore:

         4A4a     Water Content

                           Water content of the concrete shall be the minimum that will produce the desired
                  consistency. The water content shall consist of the free water carried by the aggregate plus the
                  water added at the mixer, and may also include the water used in making extremely dilute
                  admixture solutions.

                           Mn/DOT will test the concrete for consistency as often as may be necessary during the
                  progress of the work. Mn/DOT reserves the right to reject any concrete batch the consistency of
                  which is outside of the slump range as listed in Table 2461-2. When any test shows the slump to
                  be in excess of the upper limit of the slump range, the concrete represented by that test will be
                  rejected unless adjustments satisfactory to Mn/DOT are made in the concrete prior to use.

                          The Contractor shall adjust the slump within the allowable range to optimize both
                  placement and finishing.

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                  (1)      Concrete without water reducer
                           When not using a Mn/DOT approved Type A water reducer at the manufacturer‟s
                           recommended dosage rates listed on the Mn/DOT Concrete Unit Website, the values for
                           the slump shall meet the range as specified below in Table 2461-2 for a slump range
                           without water reducer. No tolerances shall be applied to the slump range.

                  (2)      Concrete with water reducer
                           When using an approved Type A water reducer at the manufacturer‟s recommended
                           dosage rates listed on the Mn/DOT Concrete Unit Website, the values for the slump shall
                           meet the range as specified below in Table 2461-2 for a slump range with water reducer.
                           No tolerances shall be applied to the slump range.

                                                TABLE 2461-2
                                         SLUMP RANGE DESIGNATION
                                                    Slump Range           Slump Range
                            Slump Designation       Without Water          With Water
                                                       Reducer              Reducer
                                                       12-25 mm             12-25 mm
                                     1
                                                      (1/2-1 inch)         (1/2-1 inch)
                                                       25-50 mm             25-75 mm
                                     2
                                                      (1-2 inches)         (1-3 inches)
                                                       25-75 mm            25-100 mm
                                     3
                                                      (1-3 inches)         (1-4 inches)
                                                      50-100 mm            50-125 mm
                                     4
                                                      (2-4 inches)         (2-5 inches)
                                                      50-125 mm            50-150 mm
                                     5
                                                      (2-5 inches)         (2-6 inches)
                                                      75-150 mm            75-175 mm
                                     6
                                                      (3-6 inches)         (3-7 inches)

                           If unusual placement conditions are encountered in the work that renders the specified
                  consistency unsuitable, contact the Concrete Unit. The Concrete Unit will provide mix
                  composition modifications to provide the desired change in consistency while maintaining the
                  other specified properties of the concrete mix. The addition of water only, for the purpose of
                  temporarily facilitating the placement of concrete under such unusual conditions, will not be
                  permitted.

                  Concrete Placed by the Slip-Form Method

                           Providing the concrete does not slough, is adequately consolidated and meets all other
                  requirements, the Contractor may place the concrete at a slump value that optimizes placement for
                  that designated mixture.

                  Non Conformance

                           Material not meeting requirements shall not knowingly be placed in the work. The
                  Contractor does not have the option of taking a price reduction in lieu of complying with the
                  Specifications.

                          Should any non-conforming material be inadvertently placed in the work, it will not be
                  accepted for payment at Contract prices but will be subject to the following tables governing
                  acceptance and payment provided the material was placed to the satisfaction of Mn/DOT.


Special Provisions – Division 2                                                                        Page 172 of 224
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                  Otherwise the determination will be made according to other procedures addressed in 1503. The
                  price reduction will represent only the quantity of material represented by the sample and actually
                  used.

                          When concrete is a minor component of the Item Unit Bid Price such as concrete for sign
                  posts, Mn/DOT will base any price reductions on a concrete price of $130.00 per cubic meter
                  ($100.00 per cubic yard). Otherwise, the Contractor may remove and replace the concrete or
                  comply with the following:

                                            GENERAL CONCRETE*

                                          Pay at 95 % of the Unit Bid Price for the concrete represented
             *Below slump range
                                          provided the material is satisfactorily placed
           Up to 40 mm (1-1/2 inch)       Pay at 75 % of the Unit Bid Price for the concrete represented
               over slump range           provided the material is satisfactorily placed
               45 mm – 55 mm              Pay at 50 % of the Unit Bid Price for the concrete represented
           (1-3/4 inch – 2-1/4 inch)      provided the material is satisfactorily placed
               over slump range
             >55 mm (2-1/4 inch)          Pay at 25 % of the Unit Bid Price for the concrete represented
             over the slump range         provided the material is satisfactorily placed

                          *If piling or footing concrete is placed below the slump range, a price reduction of
                  $130.00 per cubic meter ($100.00 per cubic yard) will apply to the concrete represented by
                  the slump test. See Concrete Placed by the Slip-Form Method above (No price reduction for
                  low slump provided the concrete is adequately placed).

                                          BRIDGE DECK CONCRETE

                                          Pay at 95 % of the Unit Bid Price for the concrete represented
              Below slump range
                                          provided the material is satisfactorily placed
           Up to 40 mm (1-1/2 inch)       Pay at 75 % of the Unit Bid Price for the concrete represented
               over slump range           provided the material is satisfactorily placed
             >40 mm (1-1/2 inch)          Pay at 25 % of the Unit Bid Price for the concrete represented
               over slump range           provided the material is satisfactorily placed

                                  LOW SLUMP BRIDGE DECK CONCRETE
                                  12 mm to 25 mm (1/2 inch to 1 inch) specified

              Below slump range           No deduction if material is satisfactorily placed
            Up to 12 mm (1/2 inch)        Pay at 50% of unit bid price for the concrete item represented
               over slump range           provided the material is satisfactorily placed
             >12 mm up to 20 mm           No Pay at the unit bid price for the concrete item represented
           (1/2 inch. up to 3/4 inch)     provided the material is satisfactorily placed
               over slump range
          >20 mm (3/4 inch) over the      No Pay - Contact Concrete Unit for recommendation
                  slump range




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                                    LOW SLUMP CONCRETE - PATCHING
                                   12 mm to 25 mm (1/2 inch to 1 inch) specified

             Below slump range            No deduction if material is satisfactorily placed
           Up to 12 mm (1/2 inch)         Pay at 75% of unit bid price for the concrete item represented
            above the slump range         provided the material is satisfactorily placed
         20 mm (3/4 inch) above the      Pay at 25% of unit bid price for the concrete item represented
                slump range               provided the material is satisfactorily placed

Mn/DOT 2461.4A4b shall be modified with the following:

                  The air content for all paving grade concrete shall be 7.0 percent plus or minus 1.5 percent. The
                  air content shall be measured after placement on the grade but before consolidation. 2461.4A4b
                  shall be adjusted accordingly based on the 7.0 percent target value.

DBS-2461.3 CERTIFIED READY-MIX CONCRETE PLANTS
                  Mn/DOT 2461.4D7 is hereby deleted and replaced with the following:

         D7       Certified Ready-Mix Plant Program
                  Mn/DOT requires quality control of concrete production under a Certification program for ready-
                  mix concrete plants. The Contractor is responsible to assure that all ready-mix concrete used
                  on this Contract is produced by a certified ready-mix plant.

                  To ensure that proper testing procedures and documentation are followed, the Ready-Mix Producer
                  shall obtain and have on site a copy of the current Mn/DOT Concrete Manual. The manual is
                  available via the Mn/DOT Concrete Engineering Unit website.

                  To facilitate communication between the Producer and Mn/DOT regarding quality control, the
                  Producer shall equip the Certified Ready-Mix Plant with a working facsimile machine or a
                  working email address.

         D7a      Certification Documents
                  The Contractor shall obtain all of the ready-mixed concrete used on this Contract from a Certified
                  Concrete Plant meeting all of the pertinent requirements of Mn/DOT Standard Specifications 1604
                  and 2461 and the following.

                  It is the Contractor's responsibility to ensure that the Ready-Mix Concrete Producer adheres to all
                  of the requirements. At the time of delivery, a computerized Certificate of Compliance shall
                  accompany each truckload of ready-mixed concrete used by the Contractor or any Subcontractor
                  on this Contract. Computerized means that the concrete mix design quantities batched are
                  recorded from load cells and meters.

                  If the computer that generates the Certificate of Compliance malfunctions, the Producer may finish
                  any pours that are in progress provided the plant issues handwritten Certificates of Compliance on
                  the most current version of Mn/DOT form TP 00042. New pours shall not commence without a
                  working computerized Certificate of Compliance.

                  The Certificate of Compliance shall label each item of information and shall include:

                  1)       Name of the ready-mix concrete plant
                  2)       Name of the Contractor
                  3)       Date
                  4)       State Project Number (SP) or (SAP)
                  5)       Bridge Number (when applicable)


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                  6)       Time concrete was batched
                  7)       Truck number
                  8)       Quantity of concrete in this load
                  9)       Running total of each type of concrete, each day for each project
                  10)      Type of concrete (Mn/DOT Mix Designation Number)
                  11)      Cementitious Materials including brand, type and production mill and production power
                           plant for fly ash using MN/DOT Standard Abbreviations available on the Concrete
                           Engineering Unit website
                  12)      Admixture brand and product name using MN/DOT Standard Abbreviations
                  13)      Aggregate sources using State Pit Numbers
                  14)      Admixture quantity per 100 wt. of cement or oz/cm(cy) for:
                                    air-entraining admixtures,
                                    water reducing admixtures,
                                    other admixtures
                  15)      The Certificate of Compliance shall list the batch information for all materials and use
                           Mn/DOT standardized labels to represent each column in the order listed below. It is
                           preferable that all the information is presented across the page (a through k) but printing
                           the information using two lines is satisfactory provided that the materials are identified in
                           each line of information and is presented in the following order.


                                                   Metric Certificate of Compliance
                   CATEGORY                                                                            STANDARD
                                                                                                         LABEL
                   a) Ingredients (aggregate, cementitious, water,                                      Ingredient
                      admixtures)
                   b) Product Source (Mn/DOT Standard Abbreviation)                                       Source
                   c) Total Moisture Factor (in decimals to 3 places)                                     MCFac
                   d) Absorption Factor (in decimals to 3 places)                                         AbsFac
                   e) Mn/DOT mix design oven dry (OD) weights (kg/m3)                                      OD
                   f) Absorbed moisture in the aggregates (kg/m3)                        (e x d)           Abs
                   g) Saturated surface dry (SSD) weights for aggregates                                   SSD
                                                                                         (e + f)
                      (kg/m3)
                   h) Free moisture (kg/m3)                                            (c - d) x e       Free Mst
                   i) Target weights for one cubic meter of concrete                                     CM Targ
                                                                                        (g + h)
                      (kg/m3)
                   j) Target batch weights (kg)                                        (CMs x i)          Target
                   k) Actual batch weights (kg)                                                           Actual


                                                   English Certificate of Compliance
                   CATEGORY                                                                            STANDARD
                                                                                                         LABEL
                   a) Ingredients (aggregate, cementitious, water,                                      Ingredient
                      admixtures)
                   b) Product Source (Mn/DOT Standard Abbreviation)                                       Source
                   c) Total Moisture Factor (in decimals to 3 places)                                     MCFac
                   d) Absorption Factor (in decimals to 3 places)                                         AbsFac
                   e) Mn/DOT mix design oven dry (OD) weights (lbs/cy)                                     OD
                   f) Absorbed moisture in the aggregates (lbs/cy)                       (e x d)           Abs
                   g) Saturated surface dry (SSD) weights for aggregates                                   SSD
                                                                                         (e + f)
                      (lbs/cy)
                   h) Free moisture (lbs/cy)                                           (c - d) x e       Free Mst
                   i) Target weights for one cubic yard of concrete (lbs/cy)            (g + h)          CY Targ


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                   j) Target batch weights (lb)                                      (CYs x i)         Target
                   k) Actual batch weights (lb)                                                        Actual
                        Note: Actual cubic meters (cubic yards) batched may vary due to differences in: air
                        content, weight tolerances, specific gravities of aggregates and other variables.

                  16)      Total Water (Batch Water + Free Moisture) (kg/lbs)

                  17)      The Certificate of Compliance shall compute the water available to add [(Mix Design
                           Water)x (CM (CY’s)) – Total water] (liters/gallons)

                           The Certificate of Compliance shall provide space for water adjustment information,
                           including:
                           1.       Water in liters (gallons) added to truck at plant (filled in by batchman or driver)
                           2.       Water in liters (gallons) added to truck at the jobsite (filled in by driver)
                           3.       Total actual water in kg (lbs) = (Total Water from Certificate of Compliance
                                    + any additions) (filled-in by Field Inspector)

                           Note: Drivers are required to fill-in spaces. Enter Zero (0) if no water is added.

                  18)      The ticket shall also include the following information printed with enough room beside
                           each item to allow the field inspector to record the appropriate test results: air content, air
                           temperature, concrete temperature, slump, cylinder number, location/part of structure,
                           time discharged, and signature of Inspector.

                  19)      Location for Producer‟s Representative signature.

                           A Mn/DOT Certified Plant 1 Technician representing the Producer shall review the first
                           Certificate of Compliance for each mix type, each day, for accuracy and hand sign the
                           Certificate at a location designated for signature. By signing the Certificate of
                           Compliance the representative agrees to the terms of this policy and certifies that the
                           materials itemized in this shipment comply with the applicable Minnesota Department of
                           Transportation specifications and the Project Plans.

                  Definitions
                  Mix Design Water – The maximum allowable water content for one cubic meter (yard) of concrete
                           as noted on Mn/DOT Estimated Composition of Concrete Mixes Form TP-02406
                  Total Moisture Factor - Total amount of water carried by a given aggregate.
                  Absorption Factor - Water contained within the pores of the aggregate and held within the
                           particles by capillary force.
                  Free Moisture – The water that is carried on the surface of the aggregate that becomes part of the
                           total water
                  Batch Water – Water actually batched into the truck or mixer by the batcher
                  Total Water = Batch Water + Free Moisture
                  Temper Water – Water added in mixer to adjust slump.
                  Total Actual Water - The water in the concrete mixture at the time of placement from any source
                           other than the amount absorbed by the aggregate. It includes all batch water placed in the
                           mixer, free moisture on the aggregate and any water added to the ready mix truck prior to
                           placement
                  Ready-Mix Producer or “Producer” – Party that is producing the concrete for the Contract. It is
                           understood that the Ready Mix Producer is the agent of the Prime Contractor

         D7b      Quality Control Testing and Sampling
                  For quality control testing and sampling requirements, the Prime Contractor/Producer shall adhere
                  to the requirements stated in Mn/DOT‟s Schedule of Materials Control for Design-Build Projects.




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                  The Concrete Quality Control Supervisor, certified by Mn/DOT, shall oversee all testing and plant
                  operations. The Concrete Quality Control Supervisor shall remain on site during concrete
                  production or accessible by cellular phone to assure their presence at the plant site within one
                  hour. The Concrete Quality Control Supervisor will maintain or oversee the maintenance of a
                  plant diary. The diary, kept at the plant site, will document yards produced each day, tests
                  performed, material problems, breakdowns, weather, etc., all to the approval of the Concrete
                  Quality Control Supervisor.


                  Mechanical shakers are required for sieve analysis of fine and coarse aggregates. AASHTO
                  Standard Specifications for Transportation Materials and Methods of Sampling and Testing
                  discuss the equipment and calibration necessary for performing the required tests. The following
                  is a list of the applicable tests and standards.

                  AASHTO T-27..................Sieve Analysis of Fine and Coarse Aggregates
                  AASHTO T-255................Total Moisture Content of Aggregate by Drying
                  AASHTO M-92 ................Wire-Cloth Sieves for Testing Purposes. The sieves shall comply with
                                               the requirements of 5-693.420B of the Department's Bituminous
                                               Manual "Equipment Calibration and Verification Policies and
                                               Procedures for Laboratory certification".
                  AASHTO M-231 ..............Weighing Devices Used in the Testing of Materials. The scales shall
                                               comply with the requirements of 5-693.820 of Mn/DOT‟s Bituminous
                                               Manual “Calibration of weigh scales”.

                  The provisions of 2461.4D3 apply regarding requirements to notify Mn/DOT of intent to pour
                  concrete. If the Ready-Mix Producer needs to change plants for an unexpected reason, it is
                  allowable on an infrequent basis if the Concrete Quality Control Supervisor notifies Mn/DOT
                  before the plant change is made.

                  The Mn/DOT Plant Monitor shall watch the material sampling process whenever possible.

         D7c      Moisture Content
                  All moisture tests are run by a Plant Level 1 Technician certified by Mn/DOT.

                  The Ready-Mix Producer shall determine the moisture content in all fractions of the aggregate
                  according to the Schedule of Materials Control for Design-Build Projects. Changes in the material
                  may require additional testing. The Producer is responsible for all costs associated with
                  determining the moisture content, including equipment, labor, and materials.

                  The Ready-Mix Producer will provide Mn/DOT with all documentation for each moisture test,
                  which is kept on file at the plant site for 5 calendar years. The moisture content of each aggregate
                  is charted and available at the plant. The Producer must allow Mn/DOT personnel to observe the
                  batching process to verify weights shown on the Certificate of Compliance.

         D7c1     Moisture Content Determination by Oven Dry Method

                  The moisture content of the aggregate is determined by the oven dry method as outlined in the
                  Mn/DOT Concrete Manual.

         D7c2     Moisture Content Determination by Moisture Probe

                  In lieu of performing oven dry moisture contents on fine aggregate, the Producer may use a
                  moisture probe. The Producer must calibrate the moisture probe before each construction season
                  using the method described in 5-694.142 of the Mn/DOT Concrete Manual.




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                  The Producer must complete an oven dry moisture comparison on the fine aggregate and chart
                  both the probe moisture content and the oven dry method results at a minimum rate of once per
                  week.

         D7d      Gradations
                  All gradation testing is performed by a Plant Level 1 Technician certified by Mn/DOT. Minimum
                  testing rates shall be determined according to the Schedule of Materials Control for Design-Build
                  Projects.

                  The Ready-Mix Producer shall determine the gradation of the fine aggregate to ensure conformity
                  to Mn/DOT Specification 3126 and the coarse aggregates to ensure conformity to Mn/DOT
                  Specification 3137 or as otherwise required or permitted in the Special Provisions of the Contract.
                   The Producer shall perform all testing at the plant site to ensure immediate re-sampling and
                  testing of failing material.

                  The Producer shall run gradations and perform calculations as outlined in the Mn/DOT Concrete
                  Manual. The Producer shall split and bag all Quality Control samples and clearly identify them
                  (Date, Test No., Time, Type of Material, Plant, Sampling Location) and retain them for a period of
                  two weeks for companion sampling by Mn/DOT.

                  The Ready-Mix Producer shall document the results of all gradations on the Weekly Concrete
                  Aggregate Report (Mn/DOT Form 2449) utilizing every other column to provide room for
                  Mn/DOT companion results. The Ready-Mix Producer will chart all sieves of the coarse
                  aggregate and the 2.36 mm (#8), 600 µm (#30), and 300 µm (#50) sieves of the fine aggregate
                  quality control samples using procedures outlined in the Concrete Plant 1 Certification Course. In
                  addition, the Producer shall plot the results of the Mn/DOT verification samples on the same chart.
                   Supporting documentation for all gradations and charts is kept on file at the plant site for 5
                  calendar years.

                  Mn/DOT Plant Monitors will take verification samples according to the Schedule of Materials
                  Control for Design-Build Projects. (NOTE: Where problems with compliance with the
                  Certified Ready Mix Program occur, plant inspections and testing rates shall increase).

                  Mn/DOT Plant Monitors shall observe the actual water batched on a minimum of one load of
                  concrete each time a verification gradation is collected. This observation includes: watching the
                  ready-mix truck reverse the drum after washing to remove all wash water, checking to verify that
                  an accurate moisture test is utilized during batching, confirming that the water measuring device is
                  providing accurate data, and verifying that any additional water added to adjust the slump is
                  recorded. It is extremely important that the actual water is verified since the durability of the
                  concrete depends on maintaining a low water-cement ratio. The Mn/DOT Plant Monitor shall
                  document the actual water batched on the Weekly Certified Ready-Mix Plant Report (Mn/DOT
                  Form 24143) and submit a copy to the Mn/DOT Concrete Engineering Unit.

                  If the gradation tests on split samples from quality control or verification samples result in a
                  variation between the Producer and Mn/DOT greater than that set forth below, the two parties will
                  cooperatively take and split a new sample. The Producer‟s representative shall test the sample
                  while witnessed by the Mn/DOT Plant Monitor. If this problem continues, Mn/DOT may make a
                  total review of this plant.

                  Allowable variations on percent passing any sieve:

                                             Sieve                        % Allowed
                                  50 mm - 9.5 mm (2" - 3/8")               + or - 6
                                  4.75 mm - 600 µm (#4 - #30)              + or - 4
                                         300 µm (#50)                      + or - 3
                                        150 µm (#100)                      + or - 2

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                                          75 µm (#200)                      + or - 0.6

                  The Ready-Mix Producer, after an acceptable time period, may request a reduction in testing rates
                  if past results warrant. This approval is based on extraordinary procedures performed by the
                  Aggregate Supplier and Ready-Mix Producer to ensure consistency and quality control. Extra
                  fractions and bins are an example of such a procedure.

         D7e      Concrete Plant Contact Report
                  Prior to the production of Mn/DOT concrete each construction season, a Mn/DOT Plant Monitor
                  shall perform a thorough on-site inspection of the concrete plant and complete a Concrete Plant
                  Contact Report (Mn/DOT Form 2163). The Producer signs the report thereby certifying
                  compliance with the Certified Ready Mix requirements and continual maintenance of the plant as
                  reviewed.

         D7f      Non-Compliance
                  If a proposed plant cannot produce concrete, perform testing, or report information as required
                  during completion of the Concrete Plant Contact Report, concrete from this plant is not acceptable.

                  After completing the Concrete Plant Contact Report and starting any Project, procedural changes
                  that cause non-compliance with this program will result in decertification of the plant and
                  cessation of further production of concrete for the Project. Decertification will also occur at any
                  plant that continually produces concrete that is in noncompliance as detailed above. Complete
                  disregard of this specification or fraudulent test reports are grounds for immediate Decertification.
                   Decertification could include any or all, but is not limited to, the following actions:

                  1)       Revocation of Plant Certification.
                  2)       Revocation of Technician Certification for individual(s) involved.
                  3)       Loss of bidding privileges as determined by the State Construction Engineer.
                  4)       Criminal prosecution for fraud as determined by the Attorney General.

                  Decertification actions are determined by the Mn/DOT Concrete Engineer.

DBS-2461.4 CONCRETE CURING
                  Mn/DOT specifications: 2301.3M2, 2401.3G, 2404.3C3, 2521.3C3b, 2531.3G2 are hereby
modified to include the following provision:

                  The Contractor shall place all types of membrane cure material homogeneously to provide a
                  uniform solid white opaque coverage on all exposed concrete surfaces (equal to a white sheet of
                  typing paper). The membrane cure shall be placed within ½ hour of concrete placement or once
                  the bleed water has disappeared. Failure to comply with these provisions will result in a price
                  reduction for the concrete item involved in accordance with Mn/DOT 1503.

                  Exception: Specific Mn/DOT approved alpha methyl styrene curing membranes may have a
                  base color (i.e. yellow) that cannot comply with the above requirement. In this case, the
                  color shall be of a uniform solid opaque consistency meeting the intent of the above
                  requirement.

DBS-2472          (2472) METAL REINFORCEMENT
Use when there is concrete on job (pavement, curb, gutter, sidewalk, barriers, pipe, lighting, signing, signals,
etc.). Also use if there is a Div SB, SL, SS, and/or ST.

                  The provisions of Mn/DOT 2472 are modified with the following:

                  Mn/DOT 2472.1 is hereby deleted and replaced with the following:


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         2472.1 DESCRIPTION
                This work shall consist of the furnishing of metal reinforcement of the type, shape and size
                specified, and its satisfactory placement at the locations required by the Contract.

DBS-2501.1 (2501) PIPE CULVERTS

                   This work consists of furnishing and installing pipe culverts and fittings in accordance with the
Plans, the applicable Mn/DOT Standard Specifications, Section 12 of the AASHTO LRFD Bridge Design
Specifications, the attached detail "PLASTIC PIPE INSTALLATION REQUIREMENTS", and the following:

          Pipe options for this Project are listed in Section 12, Book 2.

         Each shipment of pipe shall be accompanied by a Certification of Compliance, furnished by the pipe
manufacturer, in accordance with Mn/DOT 1603. Damaged pipe shall not be used.

                  CORRUGATED POLYETHYLENE PIPE CULVERT
          Where the Contractor is allowed to use CORRUGATED POLYETHYLENE (CP) pipe culvert the
following shall apply:

                   This work shall consist of furnishing and installing dual-wall corrugated polyethylene pipe and
fittings in accordance with the above and with AASHTO M294, and the following:

                  AASHTO Type 'S' corrugated polyethylene pipe and fittings shall be manufactured from high-
density polyethylene (HDPE) virgin compounds. Clean reworked HDPE materials from the manufacturer's own
production may be used by the manufacturer of HDPE pipe, provided that the pipe and fittings produced meet all the
requirements of these special provisions, AASHTO M294 and Section 12 of the AASHTO LRFD Bridge Design
Specifications.

                  CORRUGATED POLYVINYL CHLORIDE PIPE CULVERT
                  Where the Contractor is allowed to use POLYVINYL CHLORIDE PIPE (PVC) pipe culvert the
following shall apply:

                 This work shall consist of furnishing and installing polyvinyl chloride (PVC) pipe and fittings in
accordance with the above and with ASTM F794 and F949, and the following:

                 Corrugated polyvinyl chloride pipe and fittings shall be manufactured from polyvinyl chloride
(PVC) compounds. Clean reworked PVC materials from the manufacturer's own production may be used by the
manufacturer of PVC pipe, provided that the pipe and fittings produced meet all requirements of these special
provisions, ASTM F794 and F949, and Section 12 of the AASHTO LRFD Bridge Design Specifications.

          COUPLINGS
        Where the Contractor is allowed to use corrugated polyethylene (CP) or polyvinyl chloride (PVC) pipe the
following shall apply:

                  Connections shall be made with bell and spigot joints. Bell and spigot joints shall utilize a gasket
if necessary to make the joint soil-tight. At a minimum all joints will be soil-tight unless otherwise specified.

                  When a silt-tight joint is specified, it will require a bell and spigot joint utilizing an elastomeric
rubber seal (gasket) meeting ASTM F477 able to pass a laboratory pressure test of at least 14 kPa [2 psi].

                 When a water-tight joint is specified in the plans, it will be required that the joint meet the
requirements of ASTM D3212 except as modified. The internal pressure test shall be performed at 68 kPa [10 psi]
(minimum) with the pipe in straight alignment. The vacuum test is not required. Mn/DOT shall be provided a



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laboratory certification that the pipe coupler for each size of pipe meets or exceeds these requirements. Mn/DOT
shall also be furnished shop drawings of each pipe coupler.

           DEFLECTION TESTING
                  Where the Contractor is allowed to use corrugated polyethylene (CP) or polyvinyl chloride (PVC)
pipe the following shall apply:

                The pipe shall be evaluated to determine whether the specific internal diameter of the barrel has
been reduced more than 5%. Deflection testing shall be done not less than thirty days after installation.

                  Deflection testing for pipes with an inside diameter of 600 mm [24"] or less shall be performed by
the Contractor using a nine-point mandrel approved by Mn/DOT. The diameter of the mandrel shall be 95% of the
certified actual mean inner diameter of the pipe. The mandrel must be pulled through the pipe by non-mechanical
means. Deflection testing of pipes with an inside diameter greater than 600 mm [24"] shall be inspected with a
mandrel, or other method capable of making the deflection measurement that is approved by Mn/DOT. If direct
measurements are allowed, locations will be selected randomly by Mn/DOT, but at a minimum, measurements will
be taken every 3 m [10 feet] throughout the pipe length and at the pipe ends. In addition the pipe must be visually
inspected and measurements taken at any location where anomalies or deflections are observed. Personnel making
direct measurements must meet confined space entry requirements.

                   Pipe through which the mandrel does not pass or which direct measurement indicates there is more
than 5% deflection will be considered unacceptable. New pipe or deformed pipe that is not damaged shall be re-laid.
 The re-laid pipe shall be retested for deflection after no less than five days.

DBS-2501.2 (2501) PLUG FILL AND ABANDON PIPE CULVERT
                  This work shall consist of plugging and abandoning in place centerline pipe culverts in accordance
with the applicable Mn/DOT Standard Specifications and the following:

                  The pipes shown in the Plan to be plugged and abandoned shall be filled with sand and the ends
 plugged to the satisfaction of Mn/DOT

DBS-2501.3 (2501) SEAL PIPE JOINT
                  This work shall be performed in accordance with the applicable Mn/DOT Standard Specifications
and the following:

                  The joints shall be sealed by use of the Activated Oakum system as distributed by Avanti
 International, 16920 Texas Avenue, Suite C7, Webster, Texas 77598, phone (713)554-7541 or approved
 equivalent.

                  All work shall be done in accordance with the directions furnished by the distributor.

                  Joints to be sealed shall be identified in the field by the Contractor‟s Engineer and approved by
 Mn/DOT.

DBS-2501.4 (2501) LINING CULVERT PIPE
                 This work consists of slipping polyethylene (PE) and/or PVC pipe liners inside inplace culverts in
accordance with the following:
                 The diameter specified in the pay item is the diameter of the inplace pipe to be lined.

                  The pipe (PE) shall conform to one of the following:

         (A)      Polyethylene pipe meeting requirements of ASTM F714 (SDR 32.5).


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                  The pipe may be joined by either heat fusion process with heat fusion equipment or grooved press-
                  on joints as recommended by the manufacturer. With the heat fusion process the recommendations
                  of the manufacturer of the pipe and an experienced operator of the heat fusion equipment shall be
                  followed. If the grooved press-on joint is used, the length of pipe required shall be determined
                  prior to ordering pipe to ensure the correct numbers of joints.

         (B)      Closed-profile polyethylene pipe with an ASTM - D3350 cell classification of 345464C.

                  The pipe shall be joined with a threaded joint as recommended by the manufacturer. The length of
                  pipe required shall be determined prior to ordering pipe to ensure the correct number of joints.

         (C)      PVC pipe meeting the requirements of ASTM F949.

                  The pipe shall be joined with a PVC coupling utilizing elastomeric sealing gaskets. The
                  elastomeric seals shall meet the requirements of ASTM F477. The length of pipe required shall be
                  determined prior to ordering pipe to ensure the correct number of joints.

                  Construction Requirements

        (A)      Liners. The liners as delivered on the Project shall not be dumped from the truck, but shall be
unloaded by using slings and boom-type trucks or equivalents. Chains or wire rope will not be permitted for
handling. A winch truck or other equipment may be necessary to install the liner.

          (B)     The liner pipe shall be clean and substantially dry before insertion. All debris or other materials
must be removed from the existing pipe culvert so that the inserted liner will not be resting on or against nor be
irregularly supported by such materials. Such cleaning shall be accomplished by the use of jet rodding equipment or
by other approved methods.

         (C)       The final connection may be made with a suitable flange connector or full encirclement with
neoprene connectors with a stainless steel clamp. The pipe liner should be allowed to stabilize in an approximate
time period of 8 to 10 hours prior to tying the last joint or pressure grouting the annular space between the inplace
culvert and the inserting liner.

                 Pipe liners 600 mm [24 inch] or more in diameter shall be secured to the invert of the existing
culvert by means of fasteners, blocks, or other means to prevent the pipe liner from floating during the grouting
operations. Another possible means of accomplishing the foregoing is by constructing multiple grout lifts.

         (D)      Insertion of the liner may be accomplished by one of several approved techniques. Pre-fused
lengths of solid wall polyethylene pipe may be pulled or pushed into place.

                  (1)      Pull Technique: Liner pipe may be pulled into place using a cable and winch
                           arrangement. The cable from the winch is fed through the existing pipe culvert. Then the
                           cable is fastened securely to the liner pipe; thus permitting the liner pipe to be pulled
                           through the existing pipe and into place. The pulling head may be fabricated out of a few
                           extra feet of the liner pipe by cutting out evenly spaced wedges from the leading edge,
                           collapsing the fingers towards the center, and fastening the cable to the fingers.

                  (2)      Push Technique: The push method is expedient for the larger and longer pipe culvert
                           renewals. This procedure is also expedient where the joint system is not positive.
                           Typically a chocker strap is placed around the liner at a workable distance from the
                           access point. A tractor mounted backhoe, backhoe, or other piece of equipment pulls the
                           chocker to push the liner through the existing culvert. With each stroke of the backhoe
                           the chocker grips the pipe and pushes the leading edge of the liner further into the
                           existing culvert. The whole process may be assisted by having a front-end loader or
                           bulldozer simultaneously push on the trailing end of the liner segment.


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                    The push and pull techniques may be combined to provide the most efficient method. In any
event, it shall be the Contractor's responsibility to formulate a nondestructive technique of inserting the liners.

                  Certificate of Compliance - The Contractor shall obtain and furnish to Mn/DOT prior to
 installation a manufacturer's certificate of compliance for the type furnished.

DBS-2501.5 (2501) CLEAN PIPE CULVERT
                   This work shall consist of cleaning out, removing, and disposing of the earth and debris within the
existing culvert. This work shall be done in accordance with the applicable provisions of Mn/DOT 2104, Mn/DOT
2501, at the location shown in the Plan, and the following:


          The culvert shall be cleaned to the satisfaction of the Contractor‟s Engineer. The Contractor‟s Engineer or
his/her designer shall inspect the structural condition of the culvert after cleanout to determine if any repairs are
necessary. The Contractor shall make any repairs necessary to the culvert. If any repairs are necessary beyond the
Project Requirements, the Contractor shall notify Mn/DOT and will not be responsible for such repairs.

DBS-2501.6 (2501) PIPE TIES
                  This work shall consist of furnishing and installing Pipe Ties in accordance with Mn/DOT 2501
and the following:

                   The work shall consist of drilling the necessary holes, furnishing and installing the pipe ties and
 covering the exposed portion of the pipe joints with a 460 mm [18 inch] wide strip of geotextile fabric and mastic
 on the culverts listed in the Plan.

DBS-2502.1 (2502) SUBSURFACE DRAINS, PERMEABLE AGGREGATE BASE
TYPE
                 This work shall consist of constructing subsurface drains to collect and discharge water coming
from a permeable aggregate base system. The drains shall be constructed in accordance with the applicable
provisions of Mn/DOT 2502.

          MATERIAL REQUIREMENTS

         (A)      Aggregate

                  The aggregate shall comply with the following requirements:

                  (1)      General

                           Permeable aggregate for backfilling the drainage trenches shall be a naturally rounded
                           sand and gravel.




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                  (2)      Gradation

                              Sieve Size                   Percent Passing
                              19.0 mm [3/4 inch]                 100
                              9.5 mm [3/8 inch]                50 - 95
                              4.75 mm [No. 4]                  20 - 60
                              2.00 mm [No. 10]                  0 - 15
                              425 m [No. 40]                   0-4
                              75 m [No. 200]                    0-2

                  (3)      Crushing

                           Up to 15 percent crushed particles or crushed add-rock will be permitted. The use of
                           recycled materials will not be permitted. Measurement will be by mass [weight] in the
                           plus 4.75 mm [No.4] material.

                  (4)      Quality

                           The material retained on the 4.75 mm [No. 4] sieve shall contain less than 5 percent by
                           weight of shale or other soft rock types (by brass pencil test) and less than 55 percent by
                           mass [weight] of carbonate rock (limestone or dolostone).

         (B)      Miscellaneous

                 Geotextile for trench lining shall meet Mn/DOT 3733, Type I. Perforated Corrugated
Polyethylene Drainage Tubing (PE) shall meet Mn/DOT 3278.

          CONSTRUCTION REQUIREMENTS

         (A)      Trenching

                  Drains shall be placed by machine trencher capable of cutting the trench and laying the pipe in a
                  continuous operation. Plowing will not be permitted. The trenching equipment shall be so
                  designed and operated that the excavated material does not fall back into the trench. Trench width
                  shall be 180 mm [7 inch] minimum, 250 mm [10 inch] maximum. Bottom of the trench shall be
                  shaped to cradle lower one-third of the pipe. Pipe grades shall follow pavement grades at the
                  design depth shown in the Plan. The geotextile, pipe and permeable aggregate backfill may be
                  placed simultaneously with the trenching or in a separate operation which will immediately
                  follow. If the pipe and permeable aggregate are not placed simultaneously by the trenching
                  machine, the Contractor shall insure that the pipe is properly aligned in the shaped cradle before
                  placing the enclosing aggregate.

                  No shield will be required on the trenching head unless the material being trenched or the
                  Contractor`s operations lead to sloughing or caving from either side of the trench.

                  Drains constructed in conjunction with stabilized Permeable Asphalt Stabilized Base (PASB) may
                  be trenched immediately adjacent to the placed pavement. Drains constructed in conjunction with
                  unstabilized Open Graded Aggregate Base (OGAB) shall be held 150 mm [6 inches] away from
                  the pavement to minimize undercutting. In either case, the drain must be located so as to totally
                  intercept the permeable aggregate base.

                  Drains constructed in conjunction with PCC pavement shall be placed after the pavement is in
                  place. Drains constructed in conjunction with bituminous pavements shall be placed after the
                  base/binder course(s) are in place, but before the final wearing course is laid, to avoid damage to



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                  the finished pavement. All drains shall be constructed before placement of any required shoulder
                  aggregate or base.

                  Contamination of the permeable aggregate base, the drainage trench aggregate, or the shoulder
                  aggregate/base will not be permitted. Any trenching spoils on the bituminous pavement prior to
                  placing the wearing course shall be totally cleaned-off by sweeping.

         (B)      Geotextile Trench Lining

                  The bottom of the drainage trench shall be lined with geotextile. (The PE pipe shall not be
                  wrapped with geotextile.) On the pavement side of the trench, the geotextile must terminate
                  within the dense-graded aggregate base (filter layer) located below the permeable aggregate base,
                  and may neither extend up onto the permeable aggregate base nor fall below the bottom of the
                  dense-graded aggregate base (filter layer). The geotextile may not lap up onto the permeable
                  aggregate base as this will restrict movement of water through the base and into the drainage
                  trench. On the side of the trench farthest from the pavement, the geotextile may terminate within
                  or above the dense-graded aggregate base (filter layer), but not below it.

         (C)      Compaction

                  The permeable aggregate trench backfill shall be moist to the extent that it is easily placed and
                  receive "vibratory compaction". Compaction of permeable aggregate may not be accomplished by
                  tire-rolling. A self-leveling trenching machine shall be used if the off-set between tracks/tires of
                  the trencher is greater than 150 mm [6 inches]. After placement and compaction, the top of the
                  permeable aggregate trench backfill shall be at least as high as the top of the permeable aggregate
                  base.

         (D)      Maintenance

                  Once the drain and discharge pipe are in place, no construction equipment will be allowed to
                  traverse the drain or discharge pipe until the system is properly protected (covered). To avoid
                  contamination of the completed drain and backfilled trench, the shoulder aggregate shall be placed
                  as soon as practical. Contaminated materials shall be removed and replaced. The drain shall
                  remain open and operative after installation so that water does not collect in the pipe.

DBS-2502.2 (2502) SUBSURFACE DRAINS, SUBCUT DRAIN TYPE
                  This work shall consist of constructing subcut drains in accordance with the applicable provisions
of Mn/DOT 2502 and these Special Provisions. This drain is intended to collect and discharge infiltration water that
may accumulate in the bottom of granular-backfilled subcuts. Subcut drains may also be used to control high
groundwater conditions.
                  Unless otherwise specified, the Contractor may choose either of two options for the construction
of these drains: Option 1, thermoplastic pipe may be placed in the bottom corner of the subcut and then the subcut
backfilled; Option 2, the subcut is first backfilled and then PE pipe is placed by machine trencher.

          MATERIAL REQUIREMENTS
                 Subcut drain pipe shall be 100 mm [4 inch] perforated Thermoplastic (TP) Pipe, Mn/DOT 3245,
for Design Option One (1) or 100 mm [4 inch] perforated Corrugated Polyethylene (PE) Tubing, Mn/DOT 3278, for
Design Option Two (2). Pipe in both designs shall be wrapped with Geotextile, Mn/DOT 3733, Type I. Fine Filter
Aggregate shall meet the requirements of Mn/DOT 3149.2J, which is modified so that the percent passing the
425 m [No. 40] sieve will be 5-35.

          CONSTRUCTION REQUIREMENTS

         (A)      Subcut drains may connect directly to permanent drainage structures or be outletted to the ditch
                  via a discharge pipe and headwall.

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                  Pipe shall generally be placed according to the Plan details, but other configurations may be
                  approved by Mn/DOT to accomplish the desired results. Unless otherwise specified, drain grades
                  shall not be less than 0.2 percent and outlets to the ditch shall be at low points or at a maximum
                  spacing of 152.4 m [500 feet]. Structure outlets may be at maximum spacings of 243.8 m [800
                  feet], provided both ends of the pipe are tied to structures. The Contractor shall supply and use
                  laser grade control equipment when placing all TP pipe and for PE pipe when pipe grades do not
                  follow working grades at a constant depth.

         (B)      Design Option One (1)

                  The Contractor shall place 100 mm [4 inch] perforated Thermoplastic (TP) Pipe in the bottom of
                  the subcut according to the design typical. At least 300 mm [12 inches] of subcut backfill shall be
                  placed above the pipe before any compactive effort is applied.

                  Pipe may be furnished with either bell and spigot or sleeve couplings and either gasket or solvent
                  joints. All solvent joints shall be left uncemented unless cement is specifically requested by the
                  plans. The ends shall be appropriately marked showing the depth of the bell or sleeve, so that both
                  the Contractor‟s Engineer and workers can easily ascertain that the joint has been fully coupled.
                  Perforations shall be laid down. Connections to drainage structures shall be composed of angle
                  fittings not to exceed 22-1/2 degrees.

         (C)      Design Option Two (2)

                  The Contractor shall place 100 mm [4 inch] perforated Corrugated Polyethylene (PE) Tubing after
                  the subcut is partially or totally backfilled.

                  Drains shall be placed by machine trencher capable of cutting the trench, shaping the trench
                  bottom to cradle the lower one-third of the pipe, laying the pipe, and backfilling with filter
                  aggregate in one simultaneous and continuous operation. Plowing will not be permitted. The
                  trenching head shall be equipped with a shield to prevent adjacent material from caving. Trench
                  width shall be 200 mm [8 inch] minimum, 250 mm [10 inch] maximum, with pipe being centered
                  therein.

                  The trench shall be backfilled with Fine Filter Aggregate. Filter aggregate shall be free-flowing
                  and receive vibratory compaction. In addition to the required trench compaction, at least one pass
                  of general compaction shall be made over the trench prior to placing the overlying required
                  pavement structure.

                  The trenching operation may be performed anytime after at least 600 mm [24 inches] of subcut
                  backfill has been placed and compacted. If the trenching is not done until the subcut is completely
                  backfilled, only the lowermost 600 mm [24 inches] of the trench need be backfilled with Fine
                  Filter Aggregate. The remaining trench fill shall be similar to that required for the subcut and care
                  must be taken to achieve satisfactory density.

DBS-2502.3 (2502) SUBSURFACE DRAINS, PAVEMENT EDGE DRAIN TYPE
                  This work shall consist of constructing 75 mm [3 inch] diameter edge drains in accordance with
the applicable provisions of Mn/DOT 2502 and these Special Provisions. This drain is intended to collect and
discharge water infiltrating into the pavement system from rain or snow melt, and spring-thaw seepage.




Special Provisions – Division 2                                                                          Page 186 of 224
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          MATERIAL REQUIREMENTS
                   Edge drain pipe shall be perforated Corrugated Polyethylene (PE) Tubing, Mn/DOT 3278. To
prevent infiltration of fine filter aggregate into the perforated pipe, it shall be wrapped with geotextile, Mn/DOT
3733, Type I. Trench backfill shall be Fine Filter Aggregate, Mn/DOT 3149.2J, which is modified so that the
percent passing the 425 m [No. 40] sieve will be 5-35.

          CONSTRUCTION REQUIREMENTS

         (A)      Drains adjacent to new pavements shall be placed after the pavement has been constructed to
                  prevent damage to the drain and/or discharge pipe by truck hauling. (See paragraph B.4. below.)
                  Drains shall be placed by machine trencher capable of cutting the trench and laying the pipe in a
                  continuous operation. Plowing will not be permitted. The trenching equipment shall be so
                  designed and operated that excavated material does not fall back into the trench. A self-leveling
                  trenching machine shall be used if the off-set between tracks/tires of the trencher is greater than
                  150 mm [6 inches]. Trench width shall be 150 mm [6 inch] minimum, 250 mm [10 inch]
                  maximum. Bottom of the trench shall be shaped to cradle lower one-third of the pipe. Laser grade
                  control will be required whenever pipe grades do not follow pavement grades at a constant depth.

         (B)      Unless otherwise specified:

                  (1)      Where in place PCC pavement is to be cracked prior to overlay, the edge drain shall be
                           installed prior to pavement cracking.

                  (2)      Drains placed in conjunction with pavement widening shall be placed prior to excavating
                           the widening-trench. A "feeler gage" on the trenching machine shall be used to insure
                           that the pipe is accurately located at the design distance from the edge of the in place
                           pavement. After compaction, the filter aggregate in the drain shall extend at least 100
                           mm [4 inches] above the bottom of the trench to be cut for widening.

                  (3)      When the drain is being placed next to a PCC pavement, the trenching head shall run
                           tight against the pavement so as to completely excavate all adjacent soil. .

                  (4)      When the drain is being placed next to a new bituminous pavement, it shall be
                           constructed after all the base/leveling courses are in place, but before the wearing course
                           is placed, to avoid damage to the finished pavement. For both new and retrofit
                           construction, the trenching head shall continuously intercept and cut-off the roll-over
                           portion of at least the lower bituminous course. This will provide a positive connection
                           for water flow from thermal cracks into the drain. The trenching spoils shall always
                           show evidence of bituminous materials. Any spoils on the pavement shall be totally
                           cleaned-off prior to placing the wearing course for new pavements or the first bituminous
                           lift for overlays.

                  (5)      When a bituminous shoulder is to remain in place after drain placement, the bituminous
                           shall be coultered, sawed, milled, (or other approved method), to leave a smooth edge and
                           prevent disturbance to the bituminous to remain in place.

                  (6)      For new construction, the shoulder aggregate/base must be in place prior to trenching,
                           except that for bituminous pavements, aggregate need only be in place to the height of the
                           adjacent lift at the time of trenching.

                  (7)      Unless otherwise specified, drain grades shall not be less than 0.2% and outlets to the
                           ditch shall be at a maximum spacing of 152.4 m [500 feet] and at low points as shown in
                           the Plan.

         (C)      The filter aggregate backfill may be placed simultaneously with the pipe or in a separate operation
                  which will immediately follow the trenching activity. If the pipe and filter aggregate are not

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                  placed simultaneously by the trenching machine, the Contractor shall insure that the pipe is
                  properly aligned in the shaped cradle before placing the enclosing filter aggregate. No shield will
                  be required on the trenching head unless the soil type or Contractor's operations lead to sloughing
                  or caving from either side of the trench, in which case a shield be used and that the filter aggregate
                  be placed within the shield. All excavated trench material shall be disposed of off the Right of
                  Way.

         (D)      Filter aggregate shall be free-flowing, but with adequate moisture to permit satisfactory
                  compaction. (Typically 3-5 percent by weight.) Filter aggregate shall be compacted by equipment
                  which can achieve a minimum compacted density of 95 percent of maximum standard Proctor for
                  the full depth of the trench. (Maximum standard Proctor density is approximately 1762 - 1922
                  kg/m3 [110-120 pounds per cubic foot] for Fine Filter Aggregate.)

                  Prior to beginning of the routine trenching and backfilling operation, the Contractor shall construct
                  at least a 15.2 m [50 foot] long test trench on the Project using the same compaction depths, trench
                  backfill, compactor, etc. as will be used for the Project work. Adequacy of compaction in the test
                  trench will be evaluated using a Dynamic Cone Penetrometer (DCP), details for which are on file
                  in the Grading and Base Office.

                  Penetration resistances of 75 mm [3 inches] or less per DCP hammer blow will indicate
                  satisfactory compaction. Compliance will be based on the average of three DCP readings for
                  similar depths in three tests taken 3 m [10 feet] apart. Penetration readings will be started from the
                  point where the DCP equipment stabilizes after being carefully set in the trench.

                  No more than 600 mm [24 inches] of filter aggregate may be compacted in any one lift.
                  Depending on equipment type, smaller lifts or more than one pass of the compactor may be
                  required to achieve satisfactory density throughout the compacted depth. Based on DCP testing,
                  the compactor shall not travel at a rate greater than 18.3 meters per minute [60 feet per minute]. If
                  the compaction method or source of trench backfill changes, the trenching operation will be
                  stopped until additional DCP testing is performed and any necessary corrections have been made.
                  Additional compaction will be required when DCP testing indicates insufficient density. After
                  compaction and any necessary leveling, the filter aggregate shall extend up onto the adjacent
                  pavement to the extent required in the Plans.

         (E)      Where the filter aggregate trench, as required by the Plan, is to be capped by another type of
                  granular material or bituminous mixture, these materials shall be placed and compacted separately
                  from the filter aggregate and not as part of any similar material to be placed in a future operation.
                  Bituminous caps shall be heaped at least 25 mm [1 inch] and rolled; granular caps shall be placed
                  at least 25 mm [1 inch] high and receive vibratory compaction. Placement of these caps will
                  provide support for overlying materials and also incorporate a second compaction effort in the
                  trench.

         (F)      Contamination of the filter aggregate will not be permitted. Aggregates and/or other soils shall
                  not be deposited or mixed on the adjoining concrete or bituminous pavement. Any material
                  spilled on the pavement surface shall be removed by sweeping.

                  Once the drain and discharge pipe are in place, no construction equipment will be allowed to
                  traverse the drain or discharge pipe until the system is properly protected (covered). The drain
                  shall remain open and operative after installation so that water does not collect in the pipe.

DBS-2502.4 (2502) SUBSURFACE DRAINS, DISCHARGE PIPE




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                  This work shall consist of furnishing and placing discharge pipe and connection(s) for subsurface
drains (edge drains, permeable aggregate base drains, subcut drains and all others that are outletted to the ditch) in
accordance with the applicable provisions of Mn/DOT 2502 and these Special Provisions.

          MATERIALS
                  Discharge pipe and connection(s) shall be nonperforated rigid Thermoplastic (TP) Pipe, Mn/DOT
3245. A 100 mm [4 inch] diameter (TP) discharge pipe shall be used for 75 mm [3 inch] and 100 mm [4 inch]
polyethylene (PE) subsurface drains and a 150 mm [6 inch] diameter (TP) discharge pipe for 150 mm [6 inch] (PE)
subsurface drains. The connection between the 75 mm [3 inch] (PE) subsurface drain and the 100 mm [4 inch]
diameter x 300 mm [12 inch] straight length of (TP) pipe shall be made with a 75 mm x 100 mm [3 inch x 4 inch]
(TP) increaser. The 100 mm [4 inch] (PE) subsurface drain shall be connected to the 100 mm [4 inch] diameter x
300 mm [12 inch] straight length of (TP) pipe with a (TP) connector. The connection between the 300 mm [12
inch] length (TP) pipe and the variable length straight (TP) discharge pipe shall be made with a 90 degree, solvent-
weld, Bell and Spigot elbow with a minimum radius of approximately 915 mm [3 feet]. Configurations other than
the above may be allowable to the extent that size, radius and pipe quality are similar.

          CONSTRUCTION REQUIREMENTS

         (A)      The discharge pipe to the drain outlet shall be constructed concurrently with the drains and be laid
                  at roughly right angles to the roadway centerline. A 300 mm [12 inch] straight length of (TP)
                  connecting pipe shall be provided to connect the (PE) subsurface drain to the (TP) discharge pipe.
                   This connector pipe shall be attached to the (PE) edge drain to provide easy entry (alignment) for
                  probes, cleaners or video cameras.

                  All connections and solvent joints shall be secure to the extent that they will not decouple during
                  backfilling and will prevent soil intrusion. If the potential for soil intrusion exists, the connections
                  shall wrapped with geotextile. All loose joints shall be taped to prevent separation. All increasers
                  shall be oriented with the "smooth flow" portion being aligned with the pipe invert. Connection
                  and coupling method(s) shall be in accordance with the details shown in the plans.

                  When two drain runs come together at a low point, they shall be connected to a (TP) "Y"
                  connection which shall be outletted via the (TP) discharge pipe to a single headwall.

                  The discharge trench shall be constructed similar to the drains, but shall be backfilled with
                  compacted mineral soil. Mineral soils for this use shall have at least 5 percent minus 75 m [200]
                  (sieve) sized material and have a moisture content suitable for compaction. Discharge pipe grades
                  shall be no less than the subsurface drain and a minimum of 2 percent. Trench widths greater than
                  250 mm [10 inches] for the discharge pipe may be utilized provided the pipe invert is properly
                  cradled and compaction of soil adjacent to and above the pipe is carefully controlled so as not to
                  crush the pipe and proper density is obtained during backfilling.

         (B)      Compaction equipment shall be appropriate for the drain trench. Extra compactive effort under
                  bituminous shoulder areas will be required to prevent settlement, including a maximum backfill
                  lift thickness of 150 mm [6 inch]. Should shoulder settlement occur above the discharge pipe,
                  corrective action shall be taken, which may include removal, replacement, and recompaction of
                  shoulder aggregate/ bituminous

         (C)      Headwall outlets shall be kept 300 mm [12 inches] above ditch grades whenever possible, with the
                  absolute minimum being 150 mm [6 inches]. When drains discharge to storm sewers rather than
                  headwalls, the height above invert should be 300 mm [12 inches] (150 mm [6 inches] minimum)
                  and the connection method shall be as indicated on the plans.

                  If headwalls are not placed at the time the discharge pipe is installed and there is any possibility
                  that pipe could be briefly buried by subsequent construction activities, the Contractor shall
                  suitably mark discharge points for ease of future location. The drain opening shall be screened
                  and shall remain open and operative after installation so that water does not collect in the pipe.

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                  All discharge pipes shall have concrete headwalls attached prior to termination of the construction
                  season. If headwalls are not attached, all pipe ends shall be left open with screening and free-
                  flowing.

DBS-2502.5 (2502) INTERCEPTOR DRAINS
                   Narrow, aggregate-filled Interceptor Drains, as described herein, and as shown in the Plan, shall be
installed at the end of each pavement joint and at mid-panel cracks, or at other major cracks as designated by the
Plans. These trenches will connect into the Subsurface Drains ( Permeable Aggregate Base Type) and permit water
collecting in the joints and cracks to be dissipated to the adjacent drain.

                  MATERIAL REQUIREMENTS

         (A)      Aggregate

                  The aggregate shall comply with the following requirements:

                  (1)      General

                           Permeable aggregate for backfilling the drainage trenches shall be a naturally rounded
                           sand and gravel.

                  (2)      Gradation

                                          Sieve Size                 Percent Passing
                                     19.0 mm [3/4 inch]                    100
                                      9.5 mm [3/8 inch]                  50 - 95
                                       4.75 mm [No. 4]                   20 - 60
                                      2.00 mm [No. 10]                    0 - 15
                                       425 m [No. 40]                    1-4
                                       75 m [No. 200]                   0 - 2.0

                  (3)      Crushing

                           Up to 15 percent crushed particles or crushed add-rock will be permitted. The use of
                           recycled materials will not be permitted. Measurement will be by mass [weight] in the
                           plus 4.75 mm [No. 4] material.

                  (4)      Quality

                           The material retained on the 4.75 mm [No. 4] sieve shall contain less than 5 percent by
                           weight of shale or other soft rock types (by brass pencil test) and less than 55 percent by
                           mass [weight] of carbonate rock (limestone or dolostone).

                    CONSTRUCTION REQUIREMENTS
                    Trenches for the interceptor drains shall be 100 to 150 mm [4 to 6 inches] in width, be centered on
the joint or crack, cut normal to the pavement edge and be installed prior to placing a stress relief layer or any other
overlaying work. Trenches shall be 50 mm [2 inches] deeper than the adjacent pavement and run full-depth from
the inplace pavement edge to at least 100 mm [4 inches] beyond the edge of the unbonded concrete overlay. (This
length will thus extend at least 100 mm [4 inches] out into the zone of the subsurface drain and will therefore
provide a positive connection once the drain is installed.)

                   All soil or debris shall be completely cleaned from the exposed pavement crack or joint prior to
backfilling the trench. Method and extent of joint/crack cleaning shall be indicated in the plans. Backfill shall



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receive vibratory compaction. Any void space at the top of the trench due to compaction shall be backfilled with
similar permeable drain aggregate or stress relief layer mixture.

DBS-2503.1 (2503) PIPE SEWERS
                  This work shall consist of furnishing and installing pipe sewers and fittings in accordance the
applicable Mn/DOT Standard Specifications, Section 12 of the AASHTO LRFD Bridge Design Specifications, the
attached detail "PLASTIC PIPE INSTALLATION REQUIREMENTS", and the following:

                   Pipe Sewer options for this Project are listed in Book 2.

                 Each shipment of pipe shall be accompanied by a Certification of Compliance, furnished by the
pipe manufacturer, in accordance with Mn/DOT 1603. Damaged pipe shall not be used.

                  CORRUGATED POLYETHYLENE (CP) PIPE SEWER
                  Where the Contractor is allowed to use CORRUGATED POLYETHYLENE (CP) pipe sewer the
following shall apply:

                   This work shall consist of furnishing and installing dual-wall corrugated polyethylene pipe and
fittings in accordance with the above and with AASHTO M294.

                  AASHTO Type 'S' corrugated polyethylene pipe and fittings shall be manufactured from high-
density polyethylene (HDPE) virgin compounds. Clean reworked HDPE materials from the manufacturer's own
production may be used by the manufacturer of HDPE pipe, provided that the pipe and fittings produced meet all the
requirements of these Special Provisions, AASHTO M294 and Section 12 of the AASHTO LRFD Bridge Design
Specifications.

                  CORRUGATED POLYVINYL CHLORIDE (PVC) PIPE SEWER
                  Where the Contractor is allowed to use POLYVINYL CHLORIDE (PVC) pipe sewer the
following shall apply:

                 This work shall consist of furnishing and installing polyvinyl chloride (PVC) pipe and fittings in
accordance with the above and with ASTM F794 and F949.

                 Corrugated polyvinyl chloride pipe and fittings shall be manufactured from polyvinyl chloride
(PVC) compounds. Clean reworked PVC materials from the manufacturer's own production may be used by the
manufacturer of PVC pipe, provided that the pipe and fittings produced meet all requirements of these Special
Provisions, ASTM F794 and F949, and Section 12 of the AASHTO LRFD Bridge Design Specifications.

                  COUPLINGS
                  Where the Contractor is allowed to use corrugated polyethylene (CP) or polyvinyl chloride (PVC)
pipe the following shall apply:

                  Connections shall be made with bell and spigot joints. Bell and spigot joints shall utilize a gasket
if necessary to make the joint soil-tight. At a minimum all joints will be soil-tight unless otherwise specified.

                  When a silt-tight joint is specified, it will require a bell and spigot joint utilizing an elastomeric
rubber seal (gasket) meeting ASTM F477 able to pass a laboratory pressure test of at least 14 kPa [2 psi].

                   When a water-tight joint is specified in the plans, it will be required that the joint meet the
requirements of ASTM D3212 except as modified. The internal pressure test shall be performed at 68 kPa [10 psi]
(minimum) with the pipe in straight alignment. The vacuum test is not required. Mn/DOT shall be provided a
laboratory certification that the pipe coupler for each size of pipe meets or exceeds these requirements. Mn/DOT
shall also be furnished shop drawings of each pipe coupler.




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                  DEFLECTION TESTING
                  Where the Contractor is allowed to use corrugated polyethylene (CP) or polyvinyl chloride (PVC)
pipe the following shall apply:

                The pipe shall be evaluated to determine whether the specific internal diameter of the barrel has
been reduced more than 5%. Deflection testing shall be done not less than thirty days after installation.

                  Deflection testing for pipes with an inside diameter of 600 mm [24"] or less shall be performed by
the Contractor using a nine-point mandrel approved by Mn/DOT. The diameter of the mandrel shall be 95% of the
certified actual mean inner diameter of the pipe. The mandrel must be pulled through the pipe by non-mechanical
means. Deflection testing of pipes with an inside diameter greater than 600 mm [24"] shall be inspected with a
mandrel, or other method capable of making the deflection measurement that is approved by Mn/DOT. If direct
measurements are allowed, locations will be selected randomly by Mn/DOT, but at a minimum, measurements will
be taken every 3 m [10 feet] throughout the pipe length and at the pipe ends. In addition the pipe must be visually
inspected and measurements taken at any location where anomalies or deflections are observed. Personnel making
direct measurements must meet confined space entry requirements.

                   Pipe through which the mandrel does not pass or which direct measurement indicates there is more
than 5% deflection will be considered unacceptable. New pipe or deformed pipe that is not damaged shall be re-laid.
 The re-laid pipe shall be retested for deflection after no less than five days.

                  CORRUGATED METAL PIPE SEWER
                  Where the Contractor is allowed to use corrugated metal sewer the following shall apply:

                 Corrugated metal sewers and the connecting bands therefore shall be constructed of circular
corrugated metal pipe conforming to the requirements of Mn/DOT 3226 and the following:

         (A)      In the event metal pipe other than lock seam or welded helically corrugated pipe is used, the
                  circumferential seams shall be close riveted, and all seams shall be caulked (in accordance with
                  the manufacturer's recommendation) with a permanent type waterproofing material approved by
                  Mn/DOT. The Contractor shall obtain Mn/DOT‟s approval of the waterproofing material prior to
                  placing the order therefore.

         (B)      The connecting bands shall consist of a rod and lug type coupler, installed with the same
                  permanent type waterproofing material used to caulk the seams in the corrugated metal pipe as set
                  forth above. Any equally effective connecting device approved by Mn/DOT may be employed.

         (C)      The Contractor is advised proper waterproof sealing of the sewer joints and seams is of absolute
                  necessity; therefore the criteria for inspection and acceptance will be of the highest standards.

DBS-2503.2 (2503) PLUG FILL AND ABANDON PIPE SEWER
                This work shall consist of plugging and abandoning in place pipe sewers in accordance with the
applicable Mn/DOT Standard Specifications and the following:

                  The pipes shown in the Plan to be plugged and abandoned shall be filled with sand and the ends
 plugged to the satisfaction of Mn/DOT.

DBS-2504.1 (2504) INSTALL HYDRANT
                  This work shall consist of installing hydrants after extending the cast iron leads, including
appurtenant gate valves and housings, at a new location outside the roadbed.

                  All materials furnished under this specification shall be new and like in kind to that in place.



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                    Prior to its installation, the hydrant and gate valve shall be cleaned of all foreign matter and after
 installation shall be disinfected in accordance with the procedures described in paragraphs No.'s 1227 and 1228 of
 Section XII "Manual of Water Supply Sanitation" of the Minnesota Department of Health.

DBS-2504.2 (2504) INSTALL VALVE AND BOX
                 This work shall consist of installing a valve and box that was salvaged from an adjacent location
in accordance with the applicable Mn/DOT Standard Specifications, and the following:

                   Prior to installation, the valve and box shall be cleaned of all foreign matter and after installation
 shall be disinfected in accordance with the standard procedures of the Minnesota Department of Health.

DBS-2504.3 (2504) RELOCATE HYDRANT AND VALVE
                   This work shall consist of relocating hydrants and valves with housings after extending the leads,
at a location outside of the roadbed, in accordance with the following:

                  All additional materials furnished under this specification shall be new and like in kind to that in
 place.

                    Prior to relocation, the hydrant and gate valve shall be cleaned of all foreign matter and after
 installation shall be disinfected in accordance with the procedures described in paragraphs No.'s 1227 and 1228 of
 Section XII "Manual of Water Supply Sanitation" of the Minnesota Department of Health.

DBS-2504.4 (2504) POLYSTYRENE INSULATION
                  This work shall consist of furnishing and installing insulation board above the utlities at the
locations designated in the Plan. This work shall be performed in accordance with the details shown in the Plans,
the applicable Mn/DOT Standard Specifications, and the following:

       The insulation board shall be rigid expanded polystyrene conforming to the material requirements of
Mn/DOT 3760. Styrofoam S.M. and Styrofoam TG brand insulation is an approved insulation material.

           The insulation material shall be furnished in panels 25 mm [1 inch] thick and shall be placed on a smooth
level foundation in a staggered manner that will provide joint overlaps a minimum of 150 mm [6 inches] on the
underlying sheets and the edges shall be trim and square. A minimum of two (2) wood skewers per board in each
layer driven flush with the surface of the material shall be utilized to hold the insulation material in place during the
backfill operations. The overall thickness of the insulation will be detailed in the plans.

           The placement of the backfill material over the insulation board and compaction thereof shall be
accomplished in a manner that will preclude damage to the insulation material. Construction equipment of any kind
shall not operate directly on the insulation board. Sections of insulation board damaged by the Contractor's
construction operations shall be replaced.

DBS-2504.5 (2504) ADJUST CURB BOX
                This work shall consist of adjusting curb boxes to the new surface in accordance with the
applicable Mn/DOT Standard Specifications and the following:

         The Contractor shall do the work in accordance with the specifications and requirements by the City of
Minneapolis. The Contractor shall notify the City in advance of doing this work to determine any additional
requirements and to allow the City to have a representative on site.

DBS-2506.1 (2506) MANHOLES AND CATCH BASINS


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                  Mn/DOT 2506 is hereby modified and/or supplemented with the following:

                   A 100 mm [4 inch] thick concrete encasement shall be placed around the outside of the manhole
or catch basin as detailed in current Mn/DOT Standard Plate 4026. This encasement shall be placed at the time of
final casting placement.

                   Adjusting Rings manufactured from High Density Polyethylene (H.D.P.E.) are approved as an
alternate to concrete adjusting rings. It is important that the H.D.P.E. adjusting ring be sealed with the product
recommended by the manufacturer.

DBS-2506.2 (2506) CONSTRUCT CONTROL STRUCTURE
                This work shall consist of constructing a wooden control structure in accordance with the
applicable Mn/DOT Standard Specifications, the details shown in the Plans and the following:

                  Steel straps shall be galvanized in accordance with Mn/DOT 3392.

                  Carriage bolts, nuts and washers shall conform to the requirements of Mn/DOT 3391.2C.

                 The concrete used in Control Structures shall conform to the requirements of Mn/DOT 2461 and
shall be Mix No. 3A32.

DBS-2515          (2515) PRECAST ARTICULATED CONCRETE
Use DBS-3604 (PRECAST ARTICULATED CONC.) with this writeup.

                  The provisions of Mn/DOT 2515 are as follows:

2515.1            DESCRIPTION
                  This work shall consist of furnishing and placing precast block or articulated concrete mat (cabled
         blocks) revetment system, closed cell or open celled as specified, at the locations shown in the PlansThese
         systems shall work as a protective covering on earth slopes, river channels, vehicle accesses, spillways and
         where the soil is susceptible to erosion.

                  Articulated Concrete will be classified by type as hand placed Articulated Interlocking Block or
         Articulated Block Mat, open celled or closed cell and by the block type specified. The block mat shall be
         placed on a filter layer consisting of geotextile unless otherwise specified.

2515.2            MATERIALS

         A        Precast Articulated Concrete ................................................................................................... 3604
         B        Geotextile Filter ......................................................................................................................... 3733
         C        Concrete ..................................................................................................................................... 2461

2515.3            CONSTRUCTION REQUIREMENTS

         A        General
                  The foundation for the articulated concrete, with geotextile filter, shall be excavated with toe,
         terminal and upper bank trenches and shaped to the cross-sections indicated in the Plans. All loose
         foundation material shall be thoroughly compacted before placement of the geotextile filter or articulated
         concrete.

         B        Geotextile Filter
                  The Contractor shall place a geotextile filter under the articulated concrete unless otherwise
         specified in the Contract. Geotextile filter material shall cover the entire area on which the articulated



Special Provisions – Division 2                                                                                                                  Page 194 of 224
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         concrete is to be placed and secured in place with 152 mm (6 inch) steel pins /staples unless otherwise
         specified. When anchors are installed the geotextile shall be cut to allow for the penetration of the anchors.

                  Wherever geotextile filter material is placed, the Contractor shall ensure that:

                  (a)      The foundation surface is relatively smooth, compacted and free of stones,
                           sticks, and other debris or irregularities that might puncture the fabric.
                  (b)      Placing material or conducting construction operations do not tear, puncture, or
                           shift the fabric.

                   Where multiple fabric widths or lengths are required, they shall be placed with the longest
         dimension parallel to the direction of water flow. If not seamed, splices and joints shall be overlapped a
         minimum of 0.5 m (18 inches), except that under water the overlap shall be 1 m (36 inches). The joint laps
         shall be shingled (both in the flow direction and from top of slope to bottom) so as to direct water flow over
         the joint without undermining. In lieu of joint overlapping, multiple fabric pieces may be sewn to meet
         appropriate sections of 3733. Upgrade edges of the fabric area shall be buried sufficiently to direct water
         flow over the fabric without undermining. If not seamed, steel pins with washers or staples, shall be placed
         at locations and in quantities, to prevent movement of the geotextile filter during placement of the
         articulated concrete revetment system

                  Construction equipment shall not operate directly on top of the geotextile.

         C        Precast Articulated Concrete

         C1        Articulated Block Mat
                   Placement of mats shall be done with mats attached to a spreader bar or other approved device to
         aid in the lifting and placing of the mats in position by use of a crane or other approved equipment. The
         gaps between the mats shall not be more than 51 mm (2inches) or the gap must be closed using Type 3A
         grout, 2461, after cable clamping and anchoring. The outside edges of the mat system shall be entrenched
         and buried at least one block into the ground filled with compacted fill. No overlapping of mats and no
         blocks shall project vertically more than 25 mm (1 inch) beyond the adjacent block. Adjacent mats shall be
         secured to each other by fastening the protruding horizontal and vertical cable connections and end cable
         loops together along each side of the mats.

         C2       Articulated Interlocking Block
                  Blocks are installed by hand. No overlapping of blocks will be accepted and no blocks shall
         project vertically more than 25 mm (1 inch) beyond the adjacent blocks. Anchors shall be penetrated
         through a cut in the geotextile and positioned to maximize the pull out resistance and still be to the concrete
         block.

         D        Clamps
                  Wire rope Clamps shall be used to secure all cable loops of horizontal and vertical adjoining
         concrete revetment mats together, as specified by the manufacturer.

         E         Anchors
                   Concrete mats shall be anchored at the top and at the exposed sides of the ends of the revetment
         system by fastening the exposed cables to the anchors driven into the anchor trench. Anchor shall have a
         minimum embedment depth of 1.0 m (3.5 feet). Anchors shall be of the helical or duckbill type and shall
         be installed at 2.4 m (8 foot) intervals at lead edge of the system, 812 mm (32 inch) intervals at the
         terminal sides and additional anchors at locations and intervals shown on the Plan or as specified by the
         manufacturer.

         F        Filling/Vegetating
                  After the installation of the mat or block system, the voids shall be filled with topsoil borrow,
         3877, and seeded with mix 250, unless otherwise specified in the Plan. Any surface application should not
         be placed prior to the inspection of the systems clamping and anchoring.


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DBS-2519 (2519) CELLULAR CONCRETE – CONTROLLED LOW STRENGTH
MATERIAL
                  The provisions of Mn/DOT 2519 are as follows:

2519.1             DESCRIPTION
                   This work shall consist of pressure grouting the area/voids between the existing pipe culvert and
         the inserted liner pipe and the following:

                  All voids between the existing culvert and the liner pipe, including all breaks or holes in the
         existing culvert shall be filled with grout.

2519.2            MATERIALS
         A        Cement ....................................................................................................................................... 3101
         B        Fly Ash ....................................................................................................................................... 3115
         C        Fine Aggregate .......................................................................................................................... 3126
         D        Blank
         E        Water.......................................................................................................................................... 3906
         F        Admixtures ................................................................................................................................ 3113

2519.3            MIX REQUIREMENTS

         A        Mix Design

                  A minimum of 15 days prior to the commencement of grout placement, the Contractor shall
         submit a grout mix design on the Mn/DOT Concrete Mix Design Submittal Sheet to the Mn/DOT Concrete
         Engineer for review and approval.

                  The foaming agent shall comply with ASTM C-869 when tested in accordance with ASTM C-796.
         Other admixtures may be used when specifically approved by the mix designer and Mn/DOT‟s Concrete
         Engineer. All cementitious shall be supplied from Mn/DOT certified sources. Final approval of the mix
         design is based on satisfactory field placement.

                  The mix design shall include the following test information:

                  1.           28 day compressive strength
                  2.           initial and final set times – ASTM C-403
                  3.           flow diameter

                  The Contractor shall design the grout material as follows:

         A1      Low Density
                 This design shall be used when no water is present and no water intrudes during the setting
         process based on the following proportions per unit batch (volume approximately 1 m 3 (cubic yard):




Special Provisions – Division 2                                                                                                                   Page 196 of 224
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        Portland Cement (minimum)                                                           45 kg (100 pounds)
        Total Cementitious (portland cement + Class C fly                                  300 kg (500 pounds)
        ash) (minimum)
        Water/Cementitious Ratio                                                                         0.50
        Pre-Formed Foam (Approximately)                                              0.60 m3 (20.0 cubic feet)
        Grout (Cast Density)                                    480 ±48 kg/m3 (30  3 pounds per cubic foot)
        Slump                                                                    250 mm  25 mm (10”  1”)
        28-day compressive strength                                         0.5 mPa - 2.8 mPa (75 - 400 psi)

         A2      High Density
                 This design shall be used when it is not possible to dewater and/or keep water out of the
         annular space during grouting based on the following proportions per unit batch (volume approximately
         1 m3 (cubic yard)):

        Portland Cement (minimum)                                                           90 kg (150 pounds)
        Total Cementitious (portland cement + Class C fly                                  300 kg (500 pounds)
        ash) (minimum)
        Fine Aggregate                                                                 650 kg (1100 pounds)
        Water/Cementitious Ratio                                                                         0.50
        Pre-Formed Foam (Approximately)                                              0.50 m3 (13.5 cubic feet)
        Grout (Cast Density)                                   1120 ±48 kg/m3 (70  3 pounds per cubic foot)
        Slump                                                                    250 mm  25 mm (10”  1”)
        28-day compressive strength                                         0.5 mPa - 2.8 mPa (75 - 400 psi)

         B         Grouting Procedure
                   The Contractor shall be advised that selected grouting pressures external to the liner pipe may
         collapse the same. It is in this regard that the Contractor shall design a grouting procedure which will cause
         all voids between the existing culvert and the liner pipe to be filled, but will not collapse the liner pipe. The
         Contractor shall provide a pressure gauge that will measure the grouting pressure and a means to accurately
         measure the volume of grout injected. A grouting plan shall be submitted to Mn/DOT for approval.

         C        Placement
                  All voids between the existing culvert and pipe liner, including all breaks or holes in the existing
         culvert shall be filled with grout.

                 Pipe liners shall be secured to the invert of the existing culvert by means of fasteners, blocks, or
         other means to prevent the pipe liner from floating during the grouting operations. Another possible means
         of accomplishing the foregoing is by constructing multiple grout lifts.

                   After the liner has been grouted (connected) to the inplace culvert the remaining length of liner
         shall be encapsulated with a 150 mm [6 inch] minimum thickness of concrete Mix No. 3Y43 and the
         extreme ends of the annular space sealed with an approved seal.

                  The inlet end shall be finished with a 45 degree mitered fillet-transition between the inplace
         culvert and the inside of the liner.

                  If grout holes are utilized, cylindrical wooden plugs or other approved plugs shall be used to
         effectively plug holes until the grout has set and then removed and filled with concrete.

DBS-2520          (2520) LEAN MIX BACKFILL
                  The provisions of Mn/DOT 2520 are modified and/or supplemented with the following:

                  Mn/DOT 2520.3A1 shall be deleted and replaced with the following:


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         A1       Tentative Material Proportioning
                  The proportions shall be such as to obtain the flowability, workability, and consistency required
         for the Project. Once the Contractor provides the Concrete Engineer with the source of materials, the
         Mn/DOT Concrete Engineer will furnish a mix design for the use on this Project. This design will be based
         on the following proportions per unit batch (volume approximately 1 m3 (cubic yard).

              Cement                                                                 75 kg (125 lbs)
              Fly Ash                                                                150 kg (250 lbs)
              Water                                                                  225 kg (375 lbs)

                   The remaining volume* will consist of:
              Fine Aggregate                                                         50%
              Coarse Aggregate meeting gradation range 6 as shown in 2461.3B4        50%

                   *To increase flowability, the Contractor may choose to replace up to 30 % of the aggregate by
         volume with foam. The foam shall be produced from a foaming agent complying with ASTM C-869 when
         tested in accordance with ASTM C-796. When using a foaming agent, the Contractor shall design the
         mixture as follows: A minimum of 15 days prior placement, the Contractor shall submit a mix design to
         the Mn/DOT Concrete Engineer for review and approval. This design shall be based on the proportions as
         shown above including the foaming agent per unit batch (volume approximately 1 m3 (cubic yard). Other
         admixtures may be used when specifically approved by the mix designer and Mn/DOT‟s Concrete
         Engineer. All cementitious shall be supplied from Mn/DOT certified sources. Final approval of the mix
         design is based on satisfactory field placement.

DBS-2521          VIBRATORY AND BACKFILLING CONCRETE RESTRICTIONS
Use when have any concrete curb, gutter or sidewalk on job.
               The provisions of Mn/DOT 2521 and 2531 are supplemented and/or modified with the following:

Mn/DOT 2521.3E and 2531.3J are hereby modified to include the following provision:

                            The Contractor shall not operate any vibratory equipment adjacent to the newly placed
                  concrete for a minimum of 24 hours. Vibratory operations and backfilling may commence after
                  72 hours or after the concrete has reached a minimum compressive strength of 3000 psi. The
                  concrete control specimens shall be cast, cured, and tested as prescribed in 2461.4A5. If high
                  early-strength concrete is permitted, the curing period may be reduced to a minimum of 24 hours.
                  Should any damage result, the operations shall be suspended until corrective action has been taken
                  and the concrete may be subject to 1503.

                  The following vibratory equipment shall be excluded from these restrictions after 24 hours:
                       Hand operated concrete consolidation equipment
                       Hand held vibratory plate compactors
                       Other equipment/operations may be excluded at the discretion of the Mn/DOT Concrete
                           Engineer

DBS-2531.1 (2531) CONCRETE CURBING
Use when there is concrete curb and gutter, or concrete median on job.

                  The provisions of Mn/DOT 2531 are supplemented and/or modified with the following:

                  The last paragraph of Mn/DOT 2531.3C shall be deleted and replaced with the following:

                  Longitudinal construction joints between a concrete median or gutter section and a concrete
                  pavement shall not be sawed or sealed.



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DBS-2531.2 (2531) PEDESTRIAN CURB RAMP - TRUNCATED DOME SYSTEMS
                  This work consists of constructing pedestrian curb ramps with Truncated Dome Systems
(detectable warning surfaces) in compliance with the Public Rights-of-Way Accessibility Guidelines (PROWAG).
This work shall be performed in accordance with the applicable Mn/DOT Standard Specifications, these Special
Provisions, the details in the Plan, and the following:

                 The Contractor shall select a truncated dome product from the approved products list at
http://www.dot.state.mn.us/products/miscmaterials/truncateddomes.html . Only approved products are allowed.
Stamped concrete is not allowed.

DBS-2533.1 (2533) PORTABLE PRECAST CONCRETE BARRIER DESIGN 8337
Barrier not pinned

                 The Contractor shall furnish and install portable precast concrete median barriers in accordance
with current Mn/DOT Standard Plate No. 8337, these provisions, the Plan details and the following:

         All portable precast concrete median barrier shall be placed as shown in the Plans and as directed by the
Contractor‟s Traffic Control Supervisor. The barrier shall not be removed until Contractor‟s Traffic Control
Supervisor approves the removal.

          The implementation dates of Technical Memorandum No. 08-03-TS-01 shall not apply to this Contract.
Only barrier built using Standard Plate No. 8337B shall be allowed.

          The portable precast concrete median barrier shall remain the property of the Contractor upon completion
of the Project. The Contractor shall arrange for disposal of the barrier outside of the Right of Way at the completion
of the Project.

                  The Contractor shall only place barrier that is deemed to be acceptable.

                  To be acceptable, the barrier section shall meet the following minimum requirements:

                                 Connecting loops shall be intact and undamaged. In the case of wire rope, there shall
                                  be no delamination or missing strands.
                                 May have no more than hairline cracking due to handling and wear present.
                                 Barrier faces and/or ends may have areas where surface concrete has been lost, but
                                  no area that would affect impacting vehicle travel/direction or overall structural
                                  integrity.
                                 Rebar surface may be partially exposed but is not likely to affect impacting vehicle
                                  travel/direction or overall structural integrity.
                                 Finished edges are reasonably square with no loss of concrete and may have minimal
                                  chipping due to wear.

                  The barrier is unacceptable in the following cases:

                                 Any connecting loops are cracked or, in the case of wire rope, are delaminated or
                                  missing strands.
                                 Barrier section has major cracking that is likely to affect its structural integrity.
                                 Barrier faces have extensive loss of surface concrete which would affect vehicle
                                  travel/direction.
                                 Finished edges are so worn and rounded that the Type “F” face is no longer well-
                                  defined.
                                 Barrier is delaminated to the point that rebars are completely exposed and are likely
                                  to affect impacting vehicle travel/direction or structural integrity.



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                   Additional information regarding acceptable and unacceptable barrier can be found at the website
for the Office of Traffic, Safety and Operations. Which can be found at: http://www.dot.state.mn.us/products

          The Contractor will be subject to a non-compliant charge for unacceptable Portable Concrete Barrier
sections. Non-compliance charges, for each incident, will be assessed at a rate of $250.00 per hour, for each or
any portion thereof, which Mn/DOT determines that the Contractor has not complied.

          The Contractor will be subject to a non-compliant charge for failure to properly connect the Portable
Concrete Barrier sections. Non-compliance charges, for each incident, will be assessed at a rate of $250.00 per
hour, for each or any portion thereof, which Mn/DOT determines that the Contractor has not complied.

DBS-2533.2 (2533) PORTABLE PRECAST CONCRETE BARRIER DESIGN 8337 -
PINNED
Barrier pinned

                 The Contractor shall furnish and install portable precast concrete median barriers in accordance
with current Mn/DOT Standard Plate No. 8337, these provisions, the Plan details and the following:

         All portable precast concrete median barrier shall be placed as shown in the Plans and as directed by the
Contractor‟s Traffic Control Supervisor. The barrier shall not be removed until the Contractor‟s Traffic Control
Supervisor approves the removal.

          The implementation dates of Technical Memorandum No. 08-03-TS-01 shall not apply to this Contract.
Only barrier built using Standard Plate No. 8337B shall be allowed.

          The portable precast concrete median barrier shall remain the property of the Contractor upon completion
of the Project. The Contractor shall arrange for disposal of the barrier outside of the Right of Way at the completion
of the Project.

                  The Contractor shall only place barrier that is deemed to be acceptable.

                  To be acceptable, the barrier section shall meet the following minimum requirements:
                             Connecting loops shall be intact and undamaged. In the case of wire rope, there shall
                              be no delamination or missing strands.
                             May have no more than hairline cracking due to handling and wear present.
                             Barrier faces and/or ends may have areas where surface concrete has been lost, but
                              no area that would affect impacting vehicle travel/direction or overall structural
                              integrity.
                             Rebar surface may be partially exposed but is not likely to affect impacting vehicle
                              travel/direction or overall structural integrity.
                             Finished edges are reasonably square with no loss of concrete and may have minimal
                              chipping due to wear.

                  The barrier is unacceptable in the following cases:
                               Any connecting loops are cracked or, in the case of wire rope, are delaminated or
                                missing strands.
                               Barrier section has major cracking that is likely to affect its structural integrity.
                               Barrier faces have extensive loss of surface concrete which would affect vehicle
                                travel/direction.
                               Finished edges are so worn and rounded that the Type “F” face is no longer well-
                                defined.
                               Barrier is delaminated to the point that rebars are completely exposed and are likely
                                to affect impacting vehicle travel/direction or structural integrity.




Special Provisions – Division 2                                                                          Page 200 of 224
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                   Additional information regarding acceptable and unacceptable barrier can be found at the website
for the Office of Traffic, Safety and Operations. Which can be found at: http://www.dot.state.mn.us/products

                  The Contractor shall pin the barrier in accordance with Detail B922 from the "Bridge Manual
Details Part 1". Barriers shall be pinned on the traffic facing side only.

          The Contractor will be subject to a non-compliant charge for unacceptable Portable Concrete Barrier
sections. Non-compliance charges, for each incident, will be assessed at a rate of $250.00 per hour, for each or
any portion thereof, which Mn/DOT determines that the Contractor has not complied.

          The Contractor will be subject to a non-compliant charge for failure to properly connect the Portable
Concrete Barrier sections. Non-compliance charges, for each incident, will be assessed at a rate of $250.00 per
hour, for each or any portion thereof, which Mn/DOT determines that the Contractor has not complied.

DBS-2533.3 (2533) CONCRETE MEDIAN BARRIER DESIGN 8308 AND 8309
Use when any concrete median barrier is on the project.

                 Mn/DOT Standard Plates No. 8308 (non-glare screen type) and No. 8309 (with glare screen) are
hereby modified with the following:

                  Note No. 1 on sheet 2 of 3 shall be changed to read as follows:

         (1)      End anchorage must be placed at both ends of the barrier and at any expansion joint/open joint.
                  Expansion joints shall be provided in the barriers to match expansion joints in rigid pavement, at
                  bridge approaches, or at other structures, where uncontrolled longitudinal movement may be
                  objectionable. For joint opening more than 2 inches in width, the gap shall be bridged using a
                  steel plate matching the shape of the barrier.

DBS-2533.4 (2533) RELOCATE PORTABLE PRECAST CONCRETE BARRIER
DESIGN 8337

                  This work shall consist of relocating portable concrete median barrier within the Project limits as
directed by the Contractor‟s Traffic Control Supervisor and the following:

                   When portable median barrier has to be removed from the Project roadways, but will be needed
 again in a later phase of the work, the Contractor‟s Traffic Control Supervisor may direct that it be stockpiled on or
 near the Project site.

DBS-2533.5 (2533) RELOCATE PORTABLE PRECAST CONCRETE BARRIER
DESIGN 8337 - PINNED
                  This work shall consist of relocating portable concrete median barrier within the Project limits as
directed by the Contractor‟s Traffic Control Supervisor and the following:

           When portable median barrier has to be removed from the Project roadways, but will be needed again in a
later phase of the work, the Contractor‟s Traffic Control Supervisor may direct that it be stockpiled on or near the
Project site.

DBS-2540.1 (2540) MAIL BOX SUPPORT
                This work shall consist of removing existing mailbox supports and furnishing and installing new
Mail Box Supports in accordance with the applicable Mn/DOT Standard Specifications, Standard Plate 9350A, and
the following:



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                   It is the Contractor‟s responsibility to coordinate with property owners and the local postal
 authority as to establishing and installing permanent mailbox location(s).

                   The inplace mail box, or a new mail box if furnished by the owner, attached distribution box
 and/or sign, if present, shall be salvaged and installed on the new support. The inplace support shall be removed
 with as little damage as possible and offered to the property owner. If the owner does not want the support the
 Contractor shall dispose of it off the Right-of-Way in accordance with Mn/DOT 2104.3C3. All depressions
 resulting from removal process shall be filled.

                   All removal and replacement operations shall be done in such a manner so as to cause no
interruption of mail delivery if at all possible. In no case shall the owner or resident be without a mailbox
installation for more than 24 hours.

DBS-2540.2 (2540) RELOCATE MAIL BOX SUPPORT
              This work shall consist of relocating existing mailbox supports in accordance with the applicable
Mn/DOT Standard Specifications, Standard Plate 9350A, and the following:

                 It is the Contractor‟s responsibility to coordinate with the local postal authority as to where the
 temporary location(s) shall be and to notify the postal patrons of the locations.

                    The inplace mail box, or a new mail box if furnished by the owner, attached distribution box
 and/or sign, if present, shall be salvaged and installed at the new location as staked in the field by the Contractor.
 All depressions resulting from the relocation process shall be filled.
                    All relocation operations shall be done in such a manner so as to cause no interruption of mail
delivery if at all possible. In no case shall the owner or resident be without a mailbox installation for more than 24
hours.

DBS-2554.1 (2554) TRAFFIC BARRIERS
Always use when have any plate beam guardrail installation.

                  Traffic Barriers shall be constructed in accordance with the provisions of Mn/DOT 2554 and the
following:
                 Guardrail block-outs of composite or recycled material which meet the criteria of NCHRP 350
may be substituted for wood block-outs in the construction of Plate Beam Guardrail systems.

DBS-2554.2 (2554) END TREATMENT - ENERGY ABSORBING TERMINAL
Use DBS-3401 (FLANGED CHANNEL SIGN POSTS) with this writeup.

                  This work shall consist of constructing a commercial type energy absorbing terminal in
accordance with the applicable provisions of Mn/DOT 2554, as recommended by the manufacturer, as directed by
the Contractor‟s Traffic Engineering Manager, and the following:

                 The energy absorbing terminal shall be a flared terminal utilizing steel posts. The steel posts shall
be steel breakaway posts as specified by the manufacturer.

                 The adhesive marker is sold separately from the terminal. The object marker to use with the
energy absorbing terminal is striped yellow and black.

                  The Contractor is responsible for obtaining the most current details from the manufacturer. The
Contractor shall provide one copy for Mn/DOT.

DBS-2554.3 (2554) END TREATMENT - ENERGY ABSORBING TERMINAL
(FLEAT-350)


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                  This work shall consist of constructing a commercial type energy absorbing terminal in
accordance with the applicable provisions of Mn/DOT 2554, as recommended by the manufacturer, as directed by
the Contactor‟s Traffic Engineering Manager, and the following:

                The energy absorbing terminal shall be a FLEAT-350 energy absorbing terminal of the type
manufactured by Road Systems, Inc., Big Spring, TX.

                The adhesive marker is sold separately from the terminal. The object marker to use with the
FLEAT-350 is striped yellow and black.

                  The Contractor is responsible for obtaining the most current details from the manufacturer. The
Contractor shall provide one copy for Mn/DOT.

DBS-2554.4 (2554) END TREATMENT - SLOTTED RAIL TERMINAL
                 This work shall consist of constructing a commercial type Slotted Rail Terminal (SRT) in
accordance with the applicable provisions of Mn/DOT 2554, as recommended by the manufacturer, as directed by
the Contractor‟s Traffic Engineering Manager, and the following:

                   The slotted rail terminal shall be an SRT-350 Slotted Rail Terminal of the type manufactured by
Trinity Industries, Inc., Dallas, TX.

                   The adhesive marker is sold separately from the terminal. The object marker to use with the SRT-
350 is striped yellow and black.

                  The Contractor is responsible for obtaining the most current details from the manufacturer. The
Contractor shall provide one copy for Mn/DOT.

DBS-2554.5 (2554) END TREATMENT - TANGENT TERMINAL
Use DBS-3401 (FLANGED CHANNEL SIGN POSTS) with this writeup.

                  This work shall consist of constructing a commercial type energy absorbing terminal in
accordance with Mn/DOT 2554, the details in the Plan, as recommended by the manufacturer, as directed by the
Contractor‟s Traffic Engineering Manager, and the following:

                  Energy Absorbing Terminal options shall be as indicated on the Plan.

                   If the Contractor chooses to install either an ET-2000 or ET-2000 PLUS Energy Absorbing
Terminal, it shall be of the type manufactured by Trinity Industries, Inc., Dallas, TX.

                  If steel posts are to be used they shall be steel breakaway posts as specified by the manufacturer.

                The adhesive object marker is sold separately from the terminal. The object marker to use with
the ET-2000 or ET-2000 PLUS is striped yellow and black.

                If the Contractor chooses to install an SKT-350 Sequential Kinking Terminal, the terminal shall be
an SKT-350 of the type manufactured by Road Systems, Inc., Big Spring, TX.

                  The adhesive object marker is sold separately from the terminal. The object marker to use with
the SK-350 is striped yellow and black.

                  The Contractor is responsible for obtaining the most current details from the manufacturer. The
Contractor shall provide one copy for Mn/DOT.




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DBS-2554.6 (2554) END TREATMENT – FLARED TERMINAL
Use DBS-3401 (FLANGED CHANNEL SIGN POSTS) with this writeup.

                  This work shall consist of constructing a commercial type energy absorbing terminal in
accordance with Mn/DOT 2554, the details in the Plan, as recommended by the manufacturer, as directed by the
Contractor‟s Traffic Engineering Manager, and the following:

                  Terminal options shall be as indicated on the Plan.

                 If the Contractor chooses to install a FLEAT-350 Energy Absorbing Terminal, it shall be of the
type manufactured by Road Systems, Inc., Big Spring, TX.

                  Steel posts are to be used and shall be steel breakaway posts as specified by the manufacture.

                The adhesive marker is sold separately from the terminal. The object marker to use with the
FLEAT-350 is striped yellow and black.

                If the Contractor chooses to install an SRT-350 Slotted Rail Terminal, it shall be of the type
manufactured by Trinity Industries, Inc., Dallas, TX.

                   The adhesive marker is sold separately from the terminal. The object marker to use with the SRT-
350 is striped yellow and black.

                  The Contractor is responsible for obtaining the most current details from the manufacturer. The
Contractor shall provide one copy for Mn/DOT.

DBS-2554.7 (2554) IMPACT ATTENUATOR
                 This work shall consist of furnishing, installing, and removing Impact Attenuators as shown in the
Plan. This work shall be performed in accordance with the applicable Mn/DOT Standard Specifications and the
following:

            The Impact Attenuator shall be on the Mn/DOT Approved Product List for Temporary Crash Attenuators.
 The list is found on the Mn/DOT website at http://www.dot.state.mn.us/products. It shall be the responsibility of
the Contractor to obtain all required details to install these systems.

          The Contractor shall choose an Impact Attenuator that fits the site specific requirements for the Project.

DBS-2554.8 (2554) IMPACT ATTENUATOR (C-A-T)
                 This work shall consist of furnishing all materials for, and installing complete and inplace,
commercial type energy absorbing impact attenuators in accordance with Mn/DOT 2554 and the following:

                The end protection for the concrete median barrier shall be the Crash-Cushion/Attenuating
Terminal, (C-A-T), system manufactured by Trinity Industries, Inc., Dallas, TX.

                   The Contractor shall maintain a sufficient supply of replacement parts on hand during the course
of this Contract to maintain or repair the installations. The Contractor shall repair any attenuators which get
damaged within as short a time period as possible, and shall supply to Mn/DOT three names of Contractor personnel
who can be contacted in case of damage occurring during non-work hours.

                  The Contractor is responsible for obtaining the most current details from the manufacturer. The
Contractor shall provide one copy for Mn/DOT.




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DBS-2554.9 (2554) IMPACT ATTENUATOR (NEAT)
                 This work shall consist of furnishing all materials for, and installing, complete and in place,
commercial type energy absorbing terminal impact attenuators in accordance with the applicable provisions of
Mn/DOT 2554 and the following:

                  The attenuator shall consist of a low speed N-E-A-T system or equivalent approved by Mn/DOT.

                The attenuator shall be of a type as manufactured by Energy Absorption System Inc., 1 - East
Wacker Drive, Chicago, Illinois 60601, or an approved equal.

                   The Contractor shall maintain a sufficient supply of replacement parts on hand during the course
of this Contract to maintain or repair the installations. The Contractor shall repair any attenuators which get
damaged within as short a time period as possible, and shall supply to Mn/DOT three names of Contractor personnel
who can be contacted in case of damage occurring during non-work hours.

DBS-2554.10 (2554) IMPACT ATTENUATOR (QUAD GUARD)
                 This work shall consist of furnishing and installing Quad Guard Construction Zone Attenuator
Systems for use as temporary impact attenuators. This work shall be performed in accordance with the applicable
Mn/DOT Standard Specifications and the following:

                  It shall be the responsibility of the Contractor to obtain all required details to install these systems.

                   Quad Guard Construction Zone Systems are manufactured by Energy Absorption Systems Inc.,
One East Wacker Drive, Chicago, Ill. 60601-2076, Telephone: 312-467-6750, or an approved equal. The local
representative is Traffic Technologies LLC, Telephone: 612-521-2122.

DBS-2554.11 (2554) IMPACT ATTENUATOR BARRELS
                 This work shall consist of furnishing and installing commercial type inertial barrier systems in
accordance with the applicable provisions of Mn/DOT 2554, and the following:

                  The barrier shall be of a type as indicated on the Qualified Product List. The Qualified Product
List can be found on the Mn/DOT Office of Traffic, Safety & Operations website. The Contractor will not be
allowed to mix modules, only one barrel system will be allowed at a given location.

          MATERIALS

        (A)      Inertial barriers shall consist of barrel-type modules complete with parts for proper retention of
predetermined sand content and tight fitting covers.

        (B)      Sand for filling the modules shall be reasonably dry and mixed with a minimum of 5% by weight
of sodium chloride.

          CONSTRUCTION REQUIREMENTS

         (A)      The modules shall be placed at the location shown in the Plan and as directed by the Contractor‟s
Traffic Control Supervisor in accordance with the manufacturer's recommendations, all to the satisfaction of
Mn/DOT. The Contractor is responsible for obtaining the most current details from the manufacturer. The
Contractor shall provide one copy for Mn/DOT.

         (B)      The Contractor shall maintain a sufficient supply of replacement modules on hand during the
course of this Contract to maintain or replace the installations. The Contractor shall replace any modules which get



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damaged within as short a time period as possible, and shall supply to Mn/DOT three names of Contractor personnel
who can be contacted in case of damage occurring during non-work hours.

DBS-2554.12 (2554) RELOCATE IMPACT ATTENUATOR BARRELS
                  This work shall consist of relocating impact attenuator barrels within the Project limits as directed
by the Contractor‟s Traffic Control Supervisor, and the following:

         The relocated impact attenuator barrels shall be filled with the proper sand content in accordance with the
manufacturer's recommendations.

            When impact attenuator barrels have to be removed from the Project roadways, but will be needed again
in a later phase of the work, the Contractor‟s Traffic Control Supervisor may direct that they be stockpiled on or
near the Project site.

DBS-2554.13 (2554) GUARDRAIL TERMINAL POSTS
                 Guardrail terminal posts shall be furnished and installed in accordance with the applicable
provisions of Mn/DOT 2554, except as modified by the following:

                  Concrete Terminal Posts - The reinforcement bars shall be deformed epoxy coated bars as shown
 on the Plan sheet or Standard Plate. The concrete shall be as specified in Mn/DOT 3101 and approved by the
 Contractor‟s Structural Design Manager.

                 H Pile or Wide Flange Posts - Guardrail terminal posts shall conform to the shape, size and mass
 per meter [weight per foot], as specified in the Plans, and with the provisions of Mn/DOT 3306 for wide flange
 posts or Mn/DOT 3372 for H pile posts. At least the upper 1 m [3 feet] of the steel posts shall be galvanized in
 accordance with the provisions of Mn/DOT 3394.

DBS-2554.14 (2554) POST ASSEMBLY - PLATE BEAM
                 This work shall consist of furnishing and installing plate beam guardrail post assemblies in
accordance with the provisions of Mn/DOT 2554, the Plan detail, and the following:

                  Guardrail posts shall have a 1.1 meter [3.5 foot] spacing at the end of concrete walls.

DBS-2554.15 (2554) GUIDE POST – TYPE SPECIAL
                 This work shall consist of furnishing and installing flexible delineators for use as guide posts in
accordance with the applicable specifications of Mn/DOT 2554 and the following:

         The guide posts shall be furnished in a length sufficient to meet the embedment specified by the
manufacturer and the top of post shall extend not less than 4 feet and not more than 5 feet out of the ground.

         The posts shall be gray in color and the upper 1 foot of post shall be furnished with a 3 inch wide strip of
yellow microprismatic sheeting meeting the requirements of ASTM Type IX.

            Only Flexible Delineators from the Mn/DOT Approved Products List will be allowed. A current copy of
this list can be found at the following link: http://www.dot.state.mn.us/products.

DBS-2554.16 (2554) WATER FILLED BARRIER
                 This work shall consist of furnishing, installing, and maintaining water filled barriers in
accordance with the applicable Mn/DOT Standard Specifications and the following:



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                 All barrier shall be placed as shown in the Traffic Control Plans and as directed by the
 Contractor‟s Traffic Control Supervisor.

                   The barrier shall not be removed until the Contractor‟s Traffic Control Supervisor approves the
 removal.

                   The barrier shall remain the property of the Contractor.

DBS-2557.1 (2557) FENCING
Use DBS-3376 (FENCE WIRE) and DBS-3406 (STRUCTURAL METAL FENCE POSTS) with this writeup.

                   The provisions of Mn/DOT 2557 are hereby modified as follows:

                   Add the following two paragraphs to the end of Mn/DOT 2557.3 C1:

                   Fences with a tension wire shall have a flow through (loop) type cap with the tension wire passing
                   through the post cap. A hog ring shall attach the tension wire to the fabric and shall be located
                   150 mm (6 inches) on each side of a post. Additional hog rings shall be spaced 450 mm (18
                   inches) apart.

                   Wire ties, which attach the fabric to posts, should be spaced evenly with a tie as near to the top and
                   a tie as near to the bottom of the fabric as practical. The number of ties on each post shall equal
                   the height of the fabric in feet.

DBS-2557.2 (2557) FLEXIBLE PLASTIC GLARE SCREEN
                  This work shall consist of constructing flexible polyethylene headlight blades on concrete median
barrier in accordance with the applicable Mn/DOT Standard Specifications, the details shown on the Plans, and the
following:
                  MATERIALS
                  The plastic blades and other components shall conform to the requirements shown on current
Mn/DOT Standard Plate 8326.

                   CONSTRUCTION REQUIREMENTS
                   The plastic blades shall be installed in accordance with the manufacturer's recommendations and
the following:

         (A)       All blades shall be installed vertical and true to line.

        (B)       The base plate brackets shall be installed as level as is possible, to the satisfaction of the
Contractor‟s Traffic Engineering Manager.

        (C)       After the plastic blades are installed in their final position (vertical and true to line) the nuts shall
be drawn up tight on the washers to prevent any movement of the blades.

         (D)      Any damage to the concrete median barrier which may be caused by installation of the flexible
glare screen thereon shall be repaired to the satisfaction of Mn/DOT, and without direct cost to the State.

DBS-2557.3 (2557) TEMPORARY GLARE SCREEN
                  This work shall consist of constructing modular units of flexible polyethylene headlight blades to
be attached to temporary concrete median barrier in accordance with the applicable Mn/DOT Standard
Specifications, and the following:

                   MATERIALS


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              The plastic blades and other components shall conform to the requirements shown on current
Mn/DOT Standard Plate 8326, or may be any other temporary glare screen acceptable to Mn/DOT.

               CONSTRUCTION REQUIREMENTS
               The temporary modular glare screen shall be installed in accordance with the manufacturer's
recommendations and the following:

          (A)      Base plate brackets for the modular units shall be 3 m [10 feet] long and be bolted to the barrier at
three locations. The distance between the end of the bracket and the first bolt shall be 150 mm [6 inches]. Bolt
holes in the base plate brackets shall be slotted to allow for expansion and contraction. Base plate brackets made of
timber will not be allowed.

         (B)       All blades shall be installed vertical and true to line.

         (C)      The base plate brackets shall be installed as level as possible, to the satisfaction of the Contractor‟s
Traffic Engineering Manager.

        (D)       After the plastic blades are installed in their final position (vertical and true to line) the nuts shall
be drawn up tight on the washers to prevent any movement of the blades.

        (E)       Any damage to the concrete median barrier which may be caused by installation of the temporary
modular glare screen thereon shall be repaired to the satisfaction of Mn/DOT.

         (F)      Shop drawings of the temporary modular glare screen shall be submitted to the Contractor‟s
Traffic Engineering Manager for approval prior to installation of the glare screen.

         (G)      Plastic blades or base plate brackets damaged by the Contractor during subsequent handling shall
be replaced by the Contractor at no cost to the State.

DBS-2563.1 (2563) RAISED PAVEMENT MARKERS TEMPORARY (TRPMS)

                This work shall consist of constructing temporary raised pavement markers and the selected
mounting system, placing the marker on the roadway, and removing the marker in accordance with the specification
DBSA-4 TEMPORARY RAISED PAVEMENT MARKERS (TRPM).

DBS-2563.2 (2563) TUBE DELINEATORS
                  This work shall consist of furnishing, installing, and replacing tube delineators in accordance with
the Traffic Engineering Manual, the Traffic Control Plan and the following:

                   The delineators shall be located as shown in the Plans.

                  Removal of the post and surface mount assembly shall be done as directed by the Contractor‟s
Traffic Control Supervisor.

                  Delineators that are fastened to the concrete or bituminous pavement with epoxy cement shall not
be placed unless so indicated on the Traffic Control Plan.

                   Used materials may be furnished in accordance with the following:

                  In the event the Contractor elects to utilize used materials, the tubes, bases and reflectorization
shall conform to the foregoing requirements and shall be in near new condition at the time of installation. During
the progress of work, Mn/DOT may require the replacement of reflectorized material whose effectiveness has been
substantially reduced by traffic damage or other causes.


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                  The Contractor shall replace damaged or missing tubes and bases on a daily basis with new or
used materials (approved by the Contractor‟s Traffic Control Supervisor), including, but not limited to the high
impact plastic tubing, the polyethylene support tubing and the reflective sheeting.

DBS-2563.3 (2563) CONSTRUCTION SIGN - SPECIAL
                  This work shall consist of furnishing, installing, maintaining, and removing construction signs
with special messages in accordance with the provisions of Mn/DOT 2564, other Contract provisions, as directed by
the Contractor‟s Traffic Control Supervisor, and the following:

                     All materials required to furnish and install the special construction signs shall remain the property
of the Contractor.

DBS-2563.4 (2563) WORK ZONE SPEED LIMIT
                    A "Work Zone Speed Limit" will be required on this Project at all times that lane closures are in
use and workers are present. Work zone speed limits shall be provided in accordance with the "Guide to
Establishing Speed Limits in Highway Work Zones." Inplace speed limit 55 or 65 signs may be covered at the start
of the Project and remain covered until the Work Zone Speed Limit is no longer needed. If the work zone speed
limit is within the change of speed zones inplace, speed limit signs must be uncovered at the end of each work shift.

DBS-2563.5 (2563) MEDIAN BARRIER DELINEATOR
                  This work shall consist of furnishing, installing and maintaining barrier delineators on median
barriers in accordance with the provisions of Mn/DOT 2564, the details shown in the Plans, and the following:

                   The reflectors shall be 200 X 114 mm [7-7/8 X 4-1/2 inch] in size or an approved equal, or a
substitute barrier at a closer spacing. The approved barrier reflectors can be found at:
http://www.dot.state.mn.us/products.

DBS-2563.6 (2563) PORTABLE CHANGEABLE MESSAGE SIGN
                 The Contractor shall furnish, install, maintain and remove Portable Changeable Message Signs in
accordance with Contract provisions, as directed by the Contractor‟s Traffic Engineering Manager and the
following:

          The Portable Changeable Message Signs shall be trailer mounted three line, DOT signs with eight
characters per line with a character height of 450 mm [18 inches].

            (PCMS) Type C Trailer Mounted Message Signs will be permitted and shall be on the qualified products
list for portable changeable message signs as found at: http://www.dot.state.mn.us/products. It is imperative that the
Contractor continually operate each PCMS at maximum legibility. Many factors, such as mechanical problems,
insufficient charging, incorrect intensity settings, or other factors can degrade performance.

           The changeable message signs shall be in operation within 24 hours after notification by the Contractor‟s
Traffic Engineering Manager and removed within 24 hours after notification by the Contractor‟s Traffic Engineering
Manager. Multiple mobilization of the changeable message signs will be required. The changeable message signs
shall be subject to approval of Mn/DOT.

          The message sign shall be stored off the shoulder when not in use. In the event the message board to
remain on the shoulder the message sign shall be delineated according to Layout 4 (Partial Shoulder Closure) in the
field manual.




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DBS-2563.7 (2563) FLAG PERSON
               The Contractor shall provide qualified flag persons in accordance with the applicable provisions of
the Mn/DOT Standard Specifications, MN MUTCD, these Special Provisions, and the following:

           Qualified flag persons shall be provided in order to safely provide for traffic control, primarily at
intersections, in such numbers and for such items as required by the Approved MOT Plan or the Contractor‟s Traffic
Engineering Manager. Flaggers shall not override inplace signals, stop signs or control interchanges.

          The flag person shall be properly uniformed and have a STOP/SLOW sign with a five foot minimum staff.

          The flag persons shall be equipped with two-way radios.

          The maximum length of the flagging operation shall be no more than 1.6 km [1 mile].

         The Contractor shall provide a pilot car as determined by the Contractor‟s Traffic Engineering Manager
and maintain proper lane closures with appropriate delineation. Pilot Car operations shall be in accordance with
Technical Memorandum No. 05-15-T-01 which can be found at: http://techmemos.dot.state.mn.us/.

DBS-2563.8 (2563) POLICE OFFICER
               The Contractor shall provide off-duty police officers in accordance with the applicable provisions
of the Mn/DOT Standard Specifications, these Special Provisions, and the following:

                  Off-Duty police officers shall be provided in order to safely provide for traffic in such numbers
 and for such times as determined by the Contractor‟s Traffic Engineering Manager or the Approved MOT Plan.

                  The police officers shall be properly uniformed and fully equipped including police car, and the
 Contractor shall pay the officers.

DBS-2571          (2571) PLANT INSTALLATION
Mn/DOT 2571 is hereby deleted from the Mn/DOT Standard Specifications and replaced with the attached
Specification "2571 -- PLANT INSTALLATION AND ESTABLISHMENT"

DBS-2571.1        DESCRIPTION

                   This work consists of furnishing, planting and establishing trees, shrubs, vines, and perennials of
the species, variety, grade, size, or age, and root category specified, at the locations designated in the Plan. It may
include planting or transplanting plants furnished by Mn/DOT.

                 The Contractor shall comply with the current edition of the “Inspection and Contract
Administration Manual for Mn/DOT Landscape Projects”, published by the Mn/DOT Landscape Architecture Unit,
as the measurable minimum and maximum criteria and standard for plant installation and establishment operations.

DBS-2571.2        MATERIALS

         A        Nursery Plant Stock ......................................................................................................... .........3861

                  Plants of the species specified shall be furnished in the variety, grade, and size, or age indicated.

         A1       Investigations and Supply of Planting Stock and Materials
                  By submitting a Proposal and accepting award of the Contract, in accordance with Book 1, The
         Contractor assures familiarity with the Project site and Contract documents, commitments from suppliers,
         and delivery of the plant stock and materials required to complete the Contract.



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         A2      Plant Stock and Materials Documentation
                 The required documentation shall verify that the plants are in conformance with the Project
         requirements.

         (a)      At or prior to the Preconstruction Conference, the Contractor shall furnish Mn/DOT with a
                  Mn/DOT preliminary Certificate of Compliance for Plant Stock, Landscape Materials, and
                  Equipment.

         (b)      At least one week prior to plant stock delivery to the Project, the Contractor shall furnish Mn/DOT
                  with:

                  1)       A copy of a valid nursery stock (dealer or grower) certificate registered with the
                           Minnesota Department of Agriculture and/or a current nursery certificate/license from a
                           state or provincial Department of Agriculture for each plant stock supplier.

                  2)       A copy of the most recent Certificate of Nursery Inspection for each plant stock supplier.

                  3)       Documentation certifying that all plant material shipped from out-of-state nursery
                           vendors subject to state and federal quarantines (including but not limited to Emerald Ash
                           Borers, Gypsy Moths and Japanese Beetles) is free from currently regulated pests. To
                           determine if Minnesota vendors are subject to quarantines, call the MDA Supervisor of
                           Nursery Inspection and Export Certification at 651-201-6388.

                  4)       An updated Certificate of Compliance that is signed by the Contractor‟s authorized
                           representative.

         (c)      Upon plant stock and materials delivery to the Project, the Contractor shall furnish Mn/DOT with:

                  1)       Bills of lading or shipping documents for all plant stock and landscape materials
                           delivered to the Project.

                  2)       An updated and signed Certificate of Compliance, if necessary, to reflect any further
                           deviations from Project requirements.

         (d)      As a condition for authorization of payments, the Contractor shall furnish Mn/DOT with vendor
                  invoices or billing statements for all plant stock and materials used on the Project. Work
                  performed with plant stock, materials, and equipment that has been misrepresented in the
                  documentation will be considered unauthorized work. If required documentation is not supplied as
                  specified, subsequent work may be unauthorized and Mn/DOT may assess a daily charge of
                  $200.00, on a calendar day basis, until the Contractor is in compliance.

         A3        Substitutions
                   Substitutions may be allowed in accordance with Mn/DOT 1605 (Substitute Materials). Before
         requesting substitutions, the Contractor shall provide written documentation that specified plants are not
         available (wholly or partially in sufficient quantities to meet Contract requirements) from the individual
         suppliers on the Partial List of Nursery Dealers and Growers in the most current “Inspection and Contract
         Administration Manual for Mn/DOT Landscape Projects”. Mn/DOT may authorize specific substitute
         plants or may extend the Contract time to ensure availability of the specified plants. The general
         requirements for substitutions will be equal to or better than the initially specified materials.

         B        Mn/DOT Furnished Stock and Transplant Stock
                  Mn/DOT furnished stock and transplant stock shall be obtained from sources designated in the
         Plan or Special Provisions.

         C        Incidental Materials and Work



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                 Materials and work (whether specified, non-specified, replacement, or miscellaneous) that is
         considered incidental to payment for the individual plant installation pay items and for which no direct
         payment is made.

         C1        Specified Incidental Materials and Work
                   The Contractor shall supply, install, and maintain specified incidental materials as required for
         plant installation and establishment in accordance with the Special Provisions, Plan and Standard Planting
         Details.

         C2        Non-specified Incidental Materials and Work
                   The Contractor shall supply, install, and maintain non-specified incidental materials for plant
         installation and establishment success in accordance with product labeling, manufacturer‟s instructions, and
         all applicable laws, regulations and ordinances.

         C3       Replacement Materials and Work
                  Replacements consist of materials and work required in replacing unacceptable or missing plants,
         materials and incidental items in accordance with the Special Provisions, Plan and Standard Planting
         Details. Replacement materials and work shall be equal to or better than the initially specified materials and
         work.

         C4       Miscellaneous Incidental Materials, Equipment and Work
                  Miscellaneous incidental materials, equipment, and work include mobilization, traffic control,
         protection and restoration of vegetation and property, layout and staking, soil cultivation, temporary
         erosion control, mowing, and application of herbicides, insecticides, fungicides, water and anything else
         necessary to install, maintain and establish the plants as specified and in a healthy, vigorous, and weed-free
         condition.

DBS-2571.3        CONSTRUCTION REQUIREMENTS

         A        General

         A1        Landscape Specialist
                   A Landscape Specialist, “Certified” by Mn/DOT, shall be on the Project site at all times to
         perform or directly supervise plant installation and establishment work. “Certified Landscape Specialist”
         documentation shall be supplied at or prior to the Preconstruction Conference. The “Certification” is
         obtained by completing a 1-day Mn/DOT Landscape Project Inspection and Administration training class
         and passing a written test administered by the Mn/DOT Landscape Architecture and Forestry Units. Full
         certification is valid for a period of 3 years and provisional certification may be obtained for a period of 1
         year by passing a test without completion of a training class.

         A2       Notices by Contractor
                  The Contractor shall notify Mn/DOT at least 3 days prior to any planned deliveries of initial and
         replacement planting stock to the Project site to allow for inspection scheduling. The Contractor shall
         notify Mn/DOT at least 24 hours in advance of beginning or changing any distinct operations. The
         Contractor‟s notice must include the Project number, Engineer‟s name, notification date, intended dates and
         times for the operation(s), and the approximate location(s) where work is intended to begin. The Contractor
         shall provide notifications in writing by confirmable e-mail or facsimile transmission.

         A3       Unauthorized Work and Penalties for Non-compliant Operations
                  Work performed without required and acceptable documentation and notifications, without
         supervision by a “Certified Landscape Specialist”, without conducting required and acceptable
         competency tests, or in conflict with the working hours set forth in Book 1 and Book 2 will be considered
         as unauthorized work. In the case of non-compliant operations, Mn/DOT may assess a daily charge of
         $200.00, on a calendar day basis, until the Contractor is in compliance.

         A4       Required Equipment


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                  The Contractor shall provide equipment conforming to Book 1 and shall have the following
         available on the Project at all times:
         (a)      At least one portable compaction tester capable of measuring compaction in the soil to a minimum
                  depth of 450 mm (18 inches).
         (b)      At least one soil recovery probe for assessment of soil moisture conditions.
         (c)      At least one tree caliper with measurement readings in inches.

         B        Preconstruction Work
                  Preconstruction Work involves:
                  1)      Attending a Preconstruction Conference.
                  2)      Submitting all required preconstruction documentation.
                  3)      Mobilizing for work on the site including the movement of equipment and supplies to the
                          Project.
                  4)      Protecting existing vegetation, resources, and property in accordance with the Plan,
                          Special Provisions and Mn/DOT 1712 (Protection and Restoration of Property), Mn/DOT
                          2031 (Field Office and Laboratory), Mn/DOT 2557 (Fencing), and Mn/DOT 2572
                          (Protection and Restoration of Vegetation).

         C        Staking Planting Holes and Beds
                  The planting locations and layouts shown in the Plan are approximate. The Contractor shall stake
         the exact locations and layouts for Mn/DOT‟s approval. To remedy unanticipated localized problems and
         seasonal conditions that may hinder plant establishment, the Contractor may request Mn/DOT‟s approval to
         relocate plantings, to make plant substitutions, or to modify soil or drainage characteristics in accordance
         with the Standard Planting Details and options shown in the Plan.

                  The Contractor shall locate plantings so that:
         (a)      A minimum clear sight distance of 360 m (1200 feet) exists in front of all traffic signs and extends
                  15 m (50 feet) beyond the signs.
         (b)      Trees remain outside of the safety clear zones and safety sight corners and lines shown in the Plan.

         D        Preparing Planting Holes and Planting Beds
                  The Contractor shall not work in planting hole and bed areas when soil moisture is greater than
         field capacity to prevent site compaction and damage.

         D1        Utilities
                   The Contractor shall conform to Mn/DOT 1507 (Utility Property and Service) before cultivating
         soil or excavating holes on the Project. The Contractor may request Mn/DOT‟s approval to relocate
         plantings to avoid unanticipated conflicts with utilities.

         D2       Weed Control and Soil Cultivation
                  Herbicide application may begin in spring or fall and shall be applied to actively growing
         vegetation. Before cultivating individual planting hole and bed areas, the Contractor shall kill all turf and
         weed growth within the limits of all planting areas that will receive mulch in accordance with the following
         steps.
                  Step 1. Mow existing vegetation to no less than 75 mm (3 inches) at least one week prior to any
         herbicide spraying. Remove the cuttings. The vegetation shall be allowed to re-grow to a height of at least
         100 mm (4 inches) and not more than 200 mm (8 inches) prior to applying herbicide.

                  Step 2. At least 3 days prior to herbicide application, submit labels of all intended herbicides and
         a copy of a valid MN Pesticide Applicator License (Categories A & J are required) to Mn/DOT.

                  Step 3. Spray and kill all turf and weeds (top growth and roots), within designated areas only,
         using a non-selective, non-residual post emergence herbicide containing 41% glyphosate as the active
         ingredient. Personnel licensed by the Minnesota Department of Agriculture and experienced in the use of
         chemical pesticides shall perform the work in accordance with the manufacturer‟s instructions and
         recommendations. The herbicide shall be applied to dry foliage on actively growing vegetation. The


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         application shall be made in August or early September preceding a specified fall or spring Plant
         Installation Period (PIP), or in late April or early May if August or September application is not possible
         for the spring PIPs that are typically specified. If precipitation occurs within 6 hours after herbicide
         application, the Contractor may need to re-apply herbicide.

                  Step 4. Prior to proceeding with soil cultivation work and to the satisfaction of Mn/DOT, the
         Contractor shall schedule and perform a “Competency Test”. A satisfactory “Competency Test” must
         demonstrate acceptable soil cultivation , incorporation of soil additives, compaction levels, and soil
         drainage in one planting bed area and one individual tree planting area.

                   Step 5. Prior to placing specified soil additives, deep cultivate the planting hole and bed areas by
         thoroughly loosening the soil to a minimum depth of 300 mm (12 inches) and a compaction level of not
         more than 1400 kPa (200 psi) to this depth, as measured from the finished grade elevation of the soil. Use
         of a spading machine shall be required to uniformly de-compact, loosen, and cultivate roadside planting
         soils to the required thresholds without causing differential zones of hardpan and excessively compacted
         soil. Mn/DOT may approve other equipment if requested by the Contractor to address site constraints.
         Planting hole cultivation will not be required for machine moved tree transplanting (hydraulic spade-type)
         other than loosening the soil outside the soil ball perimeter in accordance with the Standard Planting
         Details in the Plan.

                   Step 6. Unless otherwise specified, add 100 mm (4 inches) of Grade 2 compost, in accordance
         with Mn/DOT 3890 (Compost) and other specified soil additives, over the cultivated planting hole and bed
         areas and thoroughly incorporate it to a minimum depth of 300 mm (12 inches) as measured from the
         finished grade elevation of the soil.
                   Step 7. Use a compaction tester to ensure that compaction, in the planting hole and bed areas,
         does not exceed 1400 kPa (200 psi) to a minimum depth of 400 mm (16 inches). If it becomes evident that
         the Contractor‟s operations have resulted in zones of hardpan or excessively compacted soil, the Contractor
         shall repeat the deep cultivation step or shall de-compact the subsoil in accordance with 2105.3G (Finishing
         Operations, Compaction Correction) and specific to requirements for turf establishment areas. This work
         shall be provided at no expense to Mn/DOT.

                  Step 8. The Contractor shall be responsible for ensuring adequate drainage in the planting hole
         and bed areas. When the Contractor has reason to suspect a drainage problem, they shall perform a
         percolation test by filling a 400 mm (16”) deep planting hole with water and measuring the time it takes for
         the water to drain from the hole. Adequate drainage will be considered equal to or greater than a
         percolation rate of 12 mm (1/2”) per hour. In the case of inadequate drainage, the Contractor shall be
         responsible for requesting approval from Mn/DOT to either relocate or delete affected planting locations or
         to proceed by using one or a combination of the Planting Details for Poorly Drained Soils as shown in the
         Plan.

                  Step 9. Temporary erosion control measures shall be applied in accordance with the NPDES
         permit, SWPPP notes, and Mn.DOT 2573 (Storm Water Management). Type 6 wood chip mulch may be
         used at a depth of no more than 25 mm (1 inch) for temporary erosion control in prepared planting bed
         areas.

         D3        Wet Soils, Rock, and Debris
                   If excessively wet soils, bedrock, or excessive quantities of boulders and construction debris are
         encountered, the Contractor may request Mn/DOT‟s approval to relocate or delete plantings or to modify
         soil or drainage characteristics in accordance with the alternative options in the Standard Planting Details
         shown in the Plan.

         E       Delivery and Storage of Plants
                 Mn/DOT will provide for inspection and acceptance of plant stock delivered to the Project in
         accordance with the “Inspection and Contract Administration Manual for Mn/DOT Landscape Projects”
         and Mn/DOT 3861 (Plant Stock) prior to installation.



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                  Plant stock shall be installed on the day of delivery to the Project site unless temporary storage
         methods are employed. Prior to being installed, the roots of all plants shall be kept completely covered with
         a moisture-holding material (wood chips, straw, sawdust, moss, or soil) that is kept thoroughly and
         continuously moist and protect from drying winds, direct sunlight, excessive heat, freezing, low humidity,
         inadequate ventilation, and animal or human harm. Plants with damage, that has occurred or has been
         discovered during temporary storage, will become unacceptable. Plants shall not remain stored from one
         planting season to the next.

         E1        Pruning Top Growth and Roots
                   Immediately prior to planting, the Contractor shall prune, as necessary, the roots of bare root
         plants (except seedlings) and the top growth of deciduous plants. Broken or badly bruised roots and dry
         root tips shall be cut back to sound, healthy tissue. Pruning shall be employed to remove dead, rubbing,
         damaged, diseased and suckering branches and to improve plant symmetry, structure, and vigor. Coniferous
         trees and shrubs shall be pruned only to the extent of removing damaged growth or a competing leader.

                  The Contractor shall use good horticultural practices in accordance with the “Inspection and
         Contract Administration Manual for Mn/DOT Landscape Projects” and the Standard Planting Details in the
         Plan.

                  The Contractor shall not prune oak trees during the oak wilt season (April, May, June, and July) to
         prevent the spread of oak wilt disease. Any accidental cuts or wounds to oaks shall be immediately treated
         with a wound dressing in accordance with the Standard Planting Details in the Plan. The Contractor shall
         have wound dressing material on the Project at all times during the oak wilt season.

         E2       Buried Root Flares
                  Container grown and balled and burlapped plant stock will be considered unacceptable if
         furnished with more than 100 mm (4 inches) of soil depth above the root flare. Plants furnished with 100
         mm (4 inches) or less excess soil above the root flare may be acceptable if the excess soil can be removed
         without damaging the root system of the plants.

         E3       Excessive Roots
                  Reject containerized or balled and burlapped plants with roots extending 4 inches or more beyond
         the container or burlap.

         F        Installation of Plants

         F1       General

         (a)      Prior to proceeding with plant installation work and to Mn/DOT‟s satisfaction, the Contractor
                  shall schedule and perform a “Competency Test” demonstrating acceptable plant installation
                  methods (in accordance with the Plan and Standard Planting Details) for each plant type and root
                  category applicable to the Project.The test shall include handling plants, digging holes and beds,
                  installing plants, initial watering, installing applicable protection materials, and mulching.

         (b)      Prior to digging planting holes, the Contractor shall rake temporary erosion control wood chip
                  mulch off all prepared planting areas to prevent wood chip contamination of the planting soil in
                  the holes. Wood chip mulch, used as temporary erosion control, may be re-spread around plants in
                  up to a 25 mm (1 inch) depth following plant installation if newly provided and acceptable Type 6
                  mulch is applied over the top to the depth specified in the Standard Planting Details in the Plan.

         (c)      The Contractor shall dig all planting holes to the configuration and minimum dimensions shown in
                  the Standard Planting Details in the Plan but shall not work in planting holes and beds when soil
                  moisture is greater than field capacity.

         (d)      The Contractor shall be responsible for ensuring adequate drainage in the planting hole and bed
                  areas. When the Contractor has reason to suspect a drainage problem, they shall perform a


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                  percolation test by filling a 400 mm (16”) deep planting hole with water and measuring the time it
                  takes for the water to drain from the hole. Adequate drainage will be considered equal to or greater
                  than a percolation rate of 12 mm (1/2”) per hour. In the case of inadequate drainage, the
                  Contractor shall be responsible for requesting approval from Mn/DOT to either relocate or delete
                  affected planting locations or to proceed by using one or a combination of the Planting Details for
                  Poorly Drained Soils as shown in the Plan.

         F2      Individual Plant Stock Types and Installation Requirements
                 The Contractor shall install plants in conformance with the steps and requirements shown in the
         Standard Planting Details in the Plan and specific to each individual Plant Stock type.

         G        Watering
                  At all times during the Plant Installation Period, the Contractor shall have sufficient watering
         equipment and forces available to completely water all plants as often as necessary to maintain adequate
         but not excessive soil moisture in the root zones.

                   Within 2 hours of installation, each plant‟s backfill soil will be thoroughly saturated with water.
         After settling, the Contractor will provide additional backfill as needed to fill in the voids.

         H         Mulch
                   Planting bed soils shall be fine graded and leveled with hand tools prior to placing mulch. Mulch
         material shall be placed as shown in the Standard Planting Detail in the Plan no later than seven days after
         plant installation. Placement of mulch that is contaminated with soil or other materials and inconsistent
         with the requirements of Mn/DOT 3882 (Mulch Materials) will be considered unacceptable and shall be
         removed from the Project.

         I         Protection of Installed Trees
                   The Contractor shall use protective materials to better ensure healthy growth and survival of
         installed trees.

         I1       Staking and Guying

         (a)      Unless staking and guying is required in the Plan, the Contractor shall only stake and guy trees
                  when necessary to maintain the trees in a plumb condition. Circumstances that may warrant
                  staking and guying include excessive soil moisture, light-textured soil, steep slopes, exposure to
                  excessive wind, and the likelihood of vandalism. Staking and guying shall be installed in
                  accordance with the Standard Planting Details in the Plan.

         (b)      The Contractor shall remove all staking and guying within 1 year of initial installation.

         I2      Rodent Protection
                 The Contractor shall place rodent protection around all deciduous, pine and larch trees in
         accordance with the Standard Planting Details in the Plan unless specified otherwise.

         I3       Tree Painting
                  The Contractor shall paint trees in accordance with the Standard Planting Details in the Plan.

         I4       Seedling Tree Shelters
                  The Contractor shall install seedling tree shelters in accordance with the Plan and Standard
         Planting Details.

         J         Cleanup and Restoration Work
                   Cleanup and restoration work shall be accomplished on an ongoing basis and as the final step of
         the initial planting operations. The Contractor shall:

                  (1)      Remove all excess materials and rocks/debris from the Project.


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                  (2)      Repair turf in all disturbed areas or with seed mixes as specified in the Plan or to match in
                           place turf.
                           a)       Immediately prior to sowing seed or laying sod, prepare soil as specified in
                                    2575.3B (Soil Preparations). Use a compaction tester to verify soil compaction
                                    does not exceed 1400 kPa (200 psi) to a minimum depth of 300 mm (12 inches).
                                    If the Contractor‟s operations create a hardpan or excessively compacted soil,
                                    the Contractor shall conduct subsoiling operations in accordance with 2105.3G
                                    (Finishing Operations, Compaction Correction) to reduce the compaction. This
                                    work shall be provided at no expense to Mn/DOT.
                           b)       Uniformly broadcast a Type 4 Natural Base fertilizer (3881.2B4) at a rate so
                                    Nitrogen is applied at a rate of 43 pounds per acre.
                           c)       Lay sod or uniformly broadcast seed at 1.5 times the rate specified in Table
                                    2575-1, Seed Mixture Application Rates. Seed shall be in accordance with the
                                    requirements of Mn/DOT 3876 (Seed) and seeding shall occur in accordance
                                    with Table 2575-2, Season of Planting.
                           d)       Rake and firm the seeded areas to ensure seed/soil contact.
                           e)       Broadcast or disc anchor Type 1 mulch in all seeded areas.

                  (3)      Install erosion control measures as necessary to prevent erosion.

         K        Plant Establishment Period

         K1        Establishment Period
                   A Plant Establishment Period (PEP), of at least 2 calendar years, begins on the date on which all
         of the initial planting operations of the Project have been satisfactorily completed and continues until final
         acceptance of the Project, unless specified otherwise.

         K2       Establishment Work
                  The Contractor shall keep plants in a healthy growing condition, using good horticultural
         practices, continuously throughout the establishment period and shall submit Mn/DOT Landscape
         Contractor Scouting reports in accordance with K2a(1&2). Plant establishment work shall be performed
         regularly throughout the growing seasons (April through October) and as necessary during the dormant
         seasons (November through March). Mn/DOT may use random inspection throughout the Plant
         Establishment Period to verify compliance. If plants are not maintained as required and/or the reports are
         not submitted as required, the Contractor will be considered non-compliant.

                  Mn/DOT may assess a daily charge of $200.00 for non-compliance, on a calendar day basis, until
         the Contractor achieves compliance.

         K2a      All Plants
                  In plant establishment work, the Contractor shall:

                  (1)      Scout to assess the condition of the plants and the planting site and any factors that may
                           influence a plant‟s health, vigor, and establishment success. The Contractor shall scout
                           these conditions at least every two weeks during the growing season and at least every
                           month during the dormant season.

                  (2)      The Contractor shall submit a written scouting report to Mn/DOT, via e-mail, by the 1st
                           and 15th of each month during the growing season (April through October) and by the 1st
                           of each month during the dormant season (November through March). The report
                           frequency and content will be used by Mn/DOT to assess plant establishment
                           compliance. The report shall include the Project number; Engineer‟s name; name of
                           Contractor‟s responsible scout or representative; date(s) any work was performed; work
                           location(s); work completed; prevailing weather conditions; soil moisture assessments;
                           insect, animal, vehicular, weather or other damage; disease problems; treatment


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                           recommendations and assessment of overall plant conditions including weed competition
                           and control. The report may include scanned copies of the Plan sheets with the
                           Contractor‟s notes and/or copies of the report form found in the “Inspection and Contract
                           Administration Manual for Mn/DOT Landscape Projects”.

                  (3)      Maintain adequate (but not excessive) soil moisture in conformance with 2571.3G and
                           watering guidelines shown in the Plan‟s Standard Planting Details.

                  (4)      Repair, adjust, or replace staking and guying, mulch material, planting soil, rodent
                           protection, seedling tree shelters, tree paint, and other incidental items in conformance
                           with the Plan.

                  (5)      Maintain healthy, vigorous plants free from harmful insects, fungus, and disease.

                  (6)      Remove dead, dying, and unsightly plants. Furnish and install replacement plants in
                           accordance with 2571.2K2b

                  (7)      Maintain plants in a plumb condition at the appropriate planting depth.

                  (8)      Maintain all planting areas in a weed-free condition.

                           (a)      Remove all weeds (top growth and roots) within the mulch limits by hand
                                    pulling (pre-watering is advised). Ensure weeding operations do not contaminate
                                    the mulch or project with weed seed, weed-laden soil or propagating weed parts.
                                    Remove all State and County-regulated noxious weeds to at least 900 mm (3
                                    feet) beyond the mulch limits. Remove all weed parts or weed-laden materials
                                    from the Project in such a manner as to avoid the spread of weed infestations.

                           (b)      Spray application of chemicals for weed control in the mulched planting areas
                                    will not be permitted during the plant establishment period. A non-selective,
                                    non-residual post emergence herbicide containing 41 percent glyphosate, as the
                                    active ingredient, may be applied with a surfactant on a spot treatment basis with
                                    a brush or wick applicator. A broad-spectrum dichlobenil based granular (pre-
                                    emergent) herbicide may also be applied, in conformance with product labeling
                                    and manufacturer‟s recommendations, to try and further residual weed control.

                           (c)      Weed whipping and weed clipping will not be accepted as weed control.

                           (d)      Mow turf bands around and to at least 900 mm (3 feet) beyond the mulch limits
                                    and to a height no shorter than 100 mm (4 inches) whenever turf height exceeds
                                    230 mm (9 inches) adjacent to the mulched planting areas.

                           (e)      Mow all areas of turf that are installed as part of the Project requirements when
                                    the growth exceeds a height of 500 mm (18 inches). Mow to a height of 150-300
                                    mm (6 -12 inches). It is anticipated that mowing may be necessary as early as
                                    June and as late as September. The Contractor shall control State and County-
                                    listed noxious weeds at all times.

                  (9)      Prune to remove dead, rubbing, damaged or diseased branches, unwanted suckers, and to
                           improve plant form and structure.

                  (10)     Prevent or repair rutting and any other damage that may lead to soil erosion and weed
                           infestation.

                  (11)     Perform plant establishment operations consistent with proper plant care and horticultural
                           practices.


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                  (12)     Remove all excess material, obsolete temporary erosion control devices, and rocks/debris
                           from the Project.

         K2b       Replacement Requirements
                   Within the first year of the 2-year plant establishment period, the Contractor is responsible for
         determining which plants need to be replaced based upon compliance with Project requirements. The
         Contractor shall conduct any plant replacement operations during the month of May within the first year of
         the plant establishment period. At least one week prior to anticipated plant replacements, the Contractor
         shall submit a summary report of proposed plant replacements to Mn/DOT. The report shall include, by
         attachment, copies of plan sheets with the proposed replacement quantities and locations clearly identified
         and a Mn/DOT Certificate of Compliance for all Plant Stock, Landscape Materials, and Equipment. The
         Contractor shall also clearly mark the plants to be replaced with brightly colored paint in the field.

                   The Contractor shall, at no extra expense to Mn/DOT replace dead, defective, or missing plants
         and all incidental materials in accordance with initial installation requirements, including those lost due to
         accidents, vandalism, theft, rodent damage, damage caused by Contractor, or as ordered by Mn/DOT.
         Replacement plants and incidental materials shall be equal to or better than the initially specified materials
         and work.

                  When less than a full year remains in the plant establishment period, the Contractor shall not
         replace plants unless the plant establishment period is extended by a Supplemental Agreement or Change
         Order to provide for at least one full year of establishment care.

         L          Acceptance of Work
                    For acceptance at full payment, each plant shall meet all specified requirements, including the
         criteria listed in the current edition of the “Inspection and Contract Administration Manual for Mn/DOT
         Landscape Projects”.

         L1       Acceptance of Preconstruction Work
                  Mn/DOT will accept the preconstruction work after the Contractor has: secured commitments for
         required materials (Mn/DOT Certificate of Compliance for Plant Stock, Landscape Materials, and
         Equipment), participated in a Preconstruction Conference, obtained Mn/DOT‟s approval for the progress
         schedule, moved equipment and supplies to the Project site, and provided for protection of existing plants if
         necessary.

         L2        Acceptance of Preparation of Planting Holes and Beds
                   Mn/DOT will accept the preparation of planting holes and beds after the Contractor has
         satisfactorily completed a competency test and all other specified staking, initial weed control, soil
         cultivation with incorporation of additives, and temporary erosion control work.

         L3        Acceptance of Initial Planting Operation
                   Mn/DOT will provisionally accept initial planting operations based upon 1) satisfactorily
         completed competency test, 2) installation of all individual plants, 3) all incidental material and work items
         (initial watering, tree protection materials, mulching, etc.) required as part of the initial planting operation.

         L4       Final Acceptance

         (a)      As a condition for terminating the plant establishment period and conducting the final inspection,
                  Mn/DOT may require the Contractor to bring the plant establishment work into compliance.

                  On or about the date on which the plant establishment period is terminated, Mn/DOT will make a
                  final inspection of the Project.

                  Mn/DOT will make a determination as to which plants will be accepted for payment at the
                  Contract unit prices, at a reduced payment, or at no payment.


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                  Upon final acceptance, the Contractor will not be required to provide any further care for the
                  plantings.

         (b)      Final acceptance will be made upon completion of the 2 year plant establishment period and a
                  final inspection of the completed Project.

DBS-2572          (2572) PROTECTION AND RESTORATION OF VEGETATION
                  The provisions of Mn/DOT 2572 are supplemented and/or modified with the following:

                  The first paragraph after Mn/DOT 2572.3A(5) under Protecting and Preserving, is revised to read
as follows:

                  The Contractor shall not place temporary structures, store material, or conduct unnecessary
                  construction activities within a distance of 8 m (26 feet) outside the dripline of trees designated to
                  be preserved.

                  The second paragraph of Mn/DOT 2572.3A2 Clean Root Cutting, is revised to read as follows:

                  The Contractor shall immediately and cleanly cut damaged and exposed roots. Trees designated
                  for protection shall have damaged roots cut back to sound healthy tissue and shall have topsoil
                  immediately placed over the exposed roots. The Contractor shall immediately cover root ends that
                  are exposed by excavation activities with 150 mm (6 inches) of topsoil as measured outward from
                  the cut root ends. Exposed cut oak roots shall be immediately (within 5 minutes) treated with a
                  wound dressing material consisting of latex paint or shellac. The Contractor shall limit cutting to
                  a minimum depth necessary for construction and shall use a vibratory plow or other approved root
                  cutter prior to excavation.

                  The third sentence of Mn/DOT 2572.3A8 Destroyed or Disfigured Vegetation, is revised to read
as follows:

                  Mn/DOT will assess damages of trees and landscaping at not less than the appraisal damages as
                  determined by the current edition of the “Guide for Plant Appraisal – Council of Tree and
                  Landscape Appraisers” published by the International Society of Arboriculture.

DBS-2573.1 (2573) STORM WATER MANAGEMENT
                  The provisions of Mn/DOT 2573 are supplemented and/or modified with the following:

          The second paragraph of Mn/DOT 2573.3A1 Erosion Control Supervisor, is revised to read as follows:

                  The Erosion Control Supervisor shall be a responsible employee of the prime Contractor and/or
                  duly authorized by the prime Contractor to represent the prime Contractor on all matters pertaining
                  to the NPDES construction stormwater permit compliance. The Erosion Control Supervisor shall
                  have authority over all Contractor operations which influence NPDES permit compliance
                  including grading, excavation, bridge construction, culvert installation, utility work,
                  clearing/grubbing, and any other operation that increases the erosion potential on the Project. In
                  addition, the Erosion Control Supervisor shall implement the Contractor’s quality control
                  program and be available to be on the Project within 24 hours at all times from initial disturbance
                  to final stabilization as well as perform the following duties:

          Mn/DOT 2573.3 A2, Construction of Temporary Storm Water Basins, is revised to read as follows:

                  Temporary storm water basins shall be constructed concurrently with the start of soil disturbing
                  activities whenever practicable. The basins must be made fully functional and have storm water



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                  runoff from the localized watershed directed to the basins. The exposed sideslopes of the basins
                  must be mulched and/or seeded within the time periods as set forth in 1717.

          The second paragraph of Mn/DOT 2573.3 A5, Vehicle Tracking Onto Paved Surfaces, is revised to read
as follows:

                  The Contractor is responsible for insuring paved streets are clean at the end of each working day
                  or more often as necessary to provide safety to the traveling public. Tracked sediment on paved
                  surfaces must be removed by the Contractor within 24 hours of discovery, in accordance with
                  1717.2.

          The first sentence of Mn/DOT 2573.3E2 is revised to read as follows:

                  The bioroll shall be installed and anchored with wood stakes. The stakes shall be at a minimum
                  nominally 25 mm x 50 mm (1 inch x 2 inch) and a minimum of 400 mm (16 inches) long with a
                  pointed end.

          The first paragraph of Mn/DOT 2573.3J Filter Log Installation, is revised to read as follows:

         J        Filter Log Installation
                  Filter logs shall be placed in accordance with the Plan. Straw and wood fiber filter logs shall be
                  staked in place with wood stakes. Wood stakes shall be at a minimum 25 x 51 mm (1 x 2 inch)
                  nominal size by 400 mm (16 inches) long. The stakes shall be driven through the back half of the
                  log at an angle of approximately 45 degrees with the top of the stake pointing upstream. When
                  more than one log is needed for length, the ends shall be overlapped 150 mm (6 inches) with both
                  ends staked. Staking shall be every 0.3 m (1 foot) along the log unless precluded by paved surface
                  or rock.

DBS-2573.2 (2573) TEMPORARY ROCK CONSTRUCTION ENTRANCE
                  This work consists of furnishing, installing, maintaining, and removing temporary rock
construction entrances as required by permit with the purpose of reducing the amount of solids tracked by
construction vehicles from the site to surfaces outside the site where runoff can carry the solids to stormwater
discharge. This work shall be performed in accordance with the applicable Mn/DOT Standard Specifications and
the following:

                  MATERIALS

         (A)      Rock, Class 1 Crushed Rock, Mn/DOT 3138.

         (B)      Type V Permeable Geotextile Fabric, Mn/DOT 3733.

                  CONSTRUCTION REQUIREMENTS
         (A)      The minimum rock depth shall be 200 mm [8 inches].

         (B)      Geotextile fabric shall be used under the rock to prevent migration of under lying soil into the
rock.

DBS-2573.3 (2573) CULVERT END PROTECTION
                   Culvert Protection work shall be done in accordance with the applicable Mn/DOT Standard
Specifications, the details shown in the Plan, and the following:

                  CULVERT END PROTECTION



Special Provisions – Division 2                                                                           Page 221 of 224
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                  Culvert End protection shall consist of the best management practices and devices for preventing
sedimentation into and through underground drainage culverts. Culvert End protection applies to culverts with
apron inlets. These include, but are not limited to: culverts draining depressed medians, centerline culverts, parallel
culverts, box culverts, and entrance culverts.

                   The Contractor must protect culvert ends with sediment capture devices prior to soil disturbing
activities that would result in sediment laden storm water runoff entering the culvert. The Contractor shall provide
effective Culvert End protection over the life of the Contract until all sources with potential for discharging to an
inlet have been stabilized. As the Contractor's operations change, the Culvert Inlet Best Management Practice for
sediment control must be modified by the Contractor to ensure proper effectiveness for sediment capture.

                   The Contractor is responsible for preventing or minimizing the potential for unsafe, flooding, or
siltations problems. For example, devices must be regularly cleaned out and emergency overflow must be an integral
part of the device to reduce the flooding potential; and devices must be placed such that driving hazards or
obstructions are not created. Sediment deposited in and/or plugging drainage systems will be the responsibility of
the Contractor.

                  MAINTENANCE
                  The Contractor shall clean, remove sediment or replace culvert end protection devices on a routine
basis such that the devices are fully functional for the next rainstorm event. Sediment deposited in and/or plugging
drainage systems is the responsibility of the Contractor.

                    DEDUCTIONS
                    If the Contractor fails to properly install, remove sediment, or maintain Culvert end protection, the
Contractor will be subject to a $500.00 per calendar day deduction for noncompliance. The deduction will apply
to each inlet that is out of compliance and will be deducted from monies owed to the Contractor.

DBS-2575          (2575) CONTROLLING EROSION AND ESTABLISHING VEGETATION
                  The provisions of Mn/DOT 2575 are hereby modified and/or supplemented with the following:

Mn/DOT 2575.3D paragraph 2 and table 2575-2 are hereby deleted and replaced with the following:

                  The Contractor shall sow the seed uniformly at the rate of application specified in Table 3876-5.

DBS-2580          (2580) INTERIM PAVEMENT MARKING
                  This work shall consist of placing interim pavement markings on those pavements, prior to
opening them to traffic, where the inplace surface is to be covered by a subsequent paving course or the permanent
lane markings are to be placed at a future date. The Contractor has the option of furnishing the following material,
unless the material type is indicated in the Plan:

         (A)      Removable Preformed Plastic Pavement Marking (100 mm [4 inch] wide) Tape Mn/DOT 3355.

         (B)      Traffic Marking Paint in accordance with Mn/DOT 3591 and 3592, and the following
specifications:

                           DBSA-3 "APPLICATION SPECIFICATION CONVENTIONAL PAVEMENT
                            MARKING MATERIALS 3 MINUTE DRY ALKYD AND HIGH SOLIDS LATEX."

         (C)      Temporary Raised Pavement Markers in accordance with the following specification:

                           DBSA-4 "TEMPORARY RAISED PAVEMENT MARKERS (TRPMs)"




Special Provisions – Division 2                                                                            Page 222 of 224
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          When centerline or lane markings (excluding edge lines) are removed, interim pavement markings shall be
provided prior to opening the roadway to traffic. The markings shall be applied to a clean, dry surface in accordance
with the manufacturer's recommendation.

          The Contractor will be required to use primer prior to the installation of all tape regardless of weather or
pavement conditions or Manufacturer‟s specifications. All other installation procedures and materials used shall
follow the manufacturer‟s specifications.

           The Contractor shall place all centerline and lane markings prior to ending work each day. Edge lines
shall be placed within 14 calendar days.

           Interim markings shall consist of center line markings including no passing zone markings, center lines
and lane lines (excluding edge lines) in accordance with the Minnesota Manual on Uniform Traffic Control Devices
(MN MUTCD). Interim markings for skip stripes shall be 100 mm [4 inch] wide plus or minus 6 mm [1/4 inch]
and cycle lengths as indicated in the Plan. The Markings shall be placed parallel to the direction of traffic flow.
Solid lines used to make no passing zones and lanes shall be 100 mm [4 inch] in width, plus or minus 6 mm [1/4
inch]. Lateral placement of the markings from centerline shall be indicated on the Approved Traffic Control Plans.

                 If the Contractor is negligent in adhering to the above provisions, the Contractor shall be
subject to an hourly charge assessed at a rate of $250.00 per hour for each hour or any portion thereof which
Mn/DOT determines that the Contractor has not complied.

                    A tolerance of plus 6 mm [1/4 inch] and - 0" from the specified width will be allowed for striping
provided the variation is gradual and does not detract from the general appearance. Lengths for the broken line
segments may vary no more than plus or minus 76 mm [3 inch]. All longitudinal markings are to be placed 50 mm
±25 mm [2 inch ± 1 inch] from the edge of pavement or longitudinal (centerline) joint. Also, pertaining to the cycle
length, the total allowance for the broken segment and gap shall be no more than plus or minus 76 mm [3 inch].
Establishment of application tolerances shall not relieve the Contractor of their responsibility to comply as closely as
practicable with the planned dimensions.

                   In the event the interim striping is out of tolerance it is the responsibility of the Contractor to take
corrective action. Removal shall be performed utilizing equipment that is not detrimental to the final surface. All
costs associated with removing and restriping the interim markings will be at the Contractor‟s expense. This would
include any costs associated with damage caused to the wearing course after pavement marking removal.

                 If the Contractor is negligent in adhering to the above provisions, the Contractor shall be
subject to an hourly charge assessed at a rate of $250.00 per hour for each hour or any portion thereof which
Mn/DOT determines that the Contractor has not complied.

       When temporary raised pavement markings are used as interim markings, they shall be installed as per the
TRPM specification or as indicated in the Plan.

           The interim markings shall be maintained and replaced by the Contractor without additional compensation
until they are covered by the next paving course, are replaced with permanent pavement markings, or final
acceptance of the Project is made. The Contractor will be required to remove all Temporary Raised Pavement
Markings used as Interim Pavement markings. Any solid line delineations on the final pavement surface marked
with Pavement Marking Tape must also be removed prior to placing the Permanent Pavement Markings. The
Contractor shall remove any Interim Pavement Markings that will interfere with the placement of the permanent
markings or could cause confusion to the traveling public if left in place.

DBS-2582           (2582) PERMANENT PAVEMENT MARKINGS
Use DBS-3590 (EPOXY PAV’T. MARKINGS (FREE OF TOXIC HEAVY METALS)), DBS-3591 (HIGH
SOLIDS WATER-BASED PAINT), and DBS-3592(DROP-ON GLASS BEADS) with this writeup.

                   The provisions of Mn/DOT 2582 are hereby modified and/or supplemented with the following:


Special Provisions – Division 2                                                                               Page 223 of 224
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                  The provisions of Mn/DOT 2582.2 are hereby deleted and replaced with the following:

         A        Preformed Plastic Markings for Permanent Traffic Lane Delineation
                          and Legends................................................................................................................. 3354
         B        Epoxy Resin Pavement Markings (Free of Toxic Heavy Metals) ......................................... 3590
         C        High Solids Water-Based Traffic Paint ................................................................................... 3591
         D        Drop-On Glass Beads................................................................................................................ 3592

                  Qualified materials can be found on Mn/DOT's Qualified Products List on the Office of Traffic,
                  Safety and Operations website. Other materials may be used on a provisional basis as detailed in
                  the QPL. Type of material used will be as specified by Contract Documents.

                  Mn/DOT 2582.3A2 is hereby deleted.

                  The following is hereby added to Mn/DOT 2582.3B, Application:

                  Any pavement markings to be grooved in shall be placed in accordance with manufacturer‟s
                  instructions.

                  Mn/DOT 2582.3G is hereby deleted and replaced with the following:

                  Contractors applying pavement markings for Mn/DOT under a contract are required to fill out
                  the "Construction Striper Operations Daily Log" form which is shown in the special provisions.




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