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HomeMy WebLinkAboutAddenda - BID - 7127 COLLEGE HARMONY INTERSECTION IMPROVEMENTS FEDERAL AID PROJECT NO. STU M455-077 (2)Financial Services City Of Purchasing Division 215 N. Mason St. 2nd Floor F �' C® PO Box 580 r O t � s Fort Collins, CO 80522 ■ 970.221.6775 _ ;0Purchasing 970.221.6707 fcgov. com/purchasing ADDENDUM No. 2 SPECIFICATIONS AND CONTRACT DOCUMENTS Description of Bid 7127: College/Harmony Intersection Improvements Federal Aid Project No. STU M455-077 OPENING DATE: 3:00 P.M. (Our Clock) April 16, 2010 To all prospective bidders under the specifications and contract documents described above, the following changes are hereby made. CHANGE: A. Revision of Section 620, Field Facilities Line Item 620-00002 Field Office (Class 2) is added to the bid tab. Pay Item Pay Quantity Pay Unit 620-00002 Field Office (Class 2) 1 EA B. Revision of Section 630, Traffic Control Line Item 630-80359 Portable Message Sign Panel Pay item is revised to EA / DAY on the bid tab. Pay Item Pay Quantity Pay Unit 630-80359 Portable Message Sign Panel 90 EA / DAY C. Revision of Force Account Line Item 700-70017 Concrete Pavement Incentive is added to the contract for Pavement Incentive Payment based on Compressive Strength Criteria in Standard Special Pay Item Pay Unit Unit Price Total Cost 700-70017 Concrete Pavement Incentive FA $17,000 $17,000 Revisions to the Project Special Provisions: A. Revision to Section 506 — Geosynthetics The project special for item 506-01020 Geogrid Reinforcement will meet the following specifications: • Minimum Mass per Unit Area: 5 OZ / SY • Minimum Peak Tensile Strength: 850 LB/ FT • Minimum Tensile Strength at 2% Strain: 275 LB / FT • Minimum Junction Efficiency: 90% April 30, 2009 3 REVISION OF SECTIONS 105 AND 106 CONFORMITY TO THE CONTRACT OF PORTLAND CEMENT CONCRETE PAVEMENT (COMPRESSIVE STRENGTH CRITERIA) Table 105-4 "V" FACTORS AND INCENTIVE PAYMENTS COMPRESSIVE STRENGTH CRITERIA Maximum Lower Tolerance Element V factor Incentive Limit, TL Payment Compressive Strength 400 psi 2.00 percent 4,200 psi Pavement Thickness 0.4 inch 2.00 percent Plan Thickness -0.4 inch (f) Sand Equivalence. The sand equivalence (SE) as determined by CP 37 will be considered acceptable when the running average of three consecutive tests is greater than 80 percent and no individual test result is less than 75 percent. When the running average of three consecutive SE tests falls below 80 percent or an individual SE test result falls below 75 percent paving operations shall be suspended. The Contractor shall submit a written plan to correct the low SE test results to the Engineer for approval. The Contractor shall not continue paving operations until the Engineer approves the plan in writing and three SE test results from random samples in the stockpile are above 80 percent Delete subsection 106.06 and replace with the following: 106.06 Sampling and Testing of Portland Cement Concrete Paving. All Portland Cement Concrete Pavement, Item 412, shall be tested in accordance with the following quality control and acceptance testing procedures: (a) Quality Control Testing. The Contractor shall be responsible for quality control testing of all elements listed in Table 106-3. Quality control testing shall be performed at the expense of the Contractor. The Contractor shall develop a quality control plan (QCP) in accordance with the following: 1. Quality Control Plan. For each element listed in Table 106-3, the QCP must provide adequate details to ensure that the Contractor will perform quality control. The Contractor shall submit the QCP to the Engineer at the preconstruction conference. The Contractor shall not start any work on the project until the Engineer has approved the QCP in writing. A. Frequency of Tests or Measurements. The QCP shall indicate a random sampling frequency, which shall not be less than that shown in Table 106-3. The quality control tests shall be independent of acceptance tests. B. Test Result Chart. Each quality control test result, the appropriate area, volume and the tolerance limits shall be plotted. The chart shall be posted daily at a location convenient for viewing by the Engineer. C. Quality Level Chart. The QL for each element in Table 106-3 shall be plotted. The QL will be calculated in accordance with the procedure in CP 71 for Determining Quality Level. The QL will be calculated on tests 1 through 3, then tests 1 through 4, then tests 1 through 5, then thereafter the last five consecutive test results. The area of material represented by the last test result shall correspond to the QL. 2. Point of Sampling. The material for quality control testing shall be sampled by the Contractor using CP 61. The location where material samples will be taken shall be indicated in the QCP. 3. Testing Standards. The QCP shall indicate which testing standards will be followed. Acceptable standards are Colorado Procedures, AASHTO and ASTM. The order of precedence is Colorado Procedures, AASHTO procedures and then ASTM procedures. April 30, 2009 4 REVISION OF SECTIONS 105 AND 106 CONFORMITY TO THE CONTRACT OF PORTLAND CEMENT CONCRETE PAVEMENT (COMPRESSIVE STRENGTH CRITERIA) The compressive strength test for quality control will be the average strength of two test cylinders cast in plastic molds from a single sample of concrete, cured under standard laboratory conditions, and tested three to seven days after molding. 4. Testing Supervisor Qualifications. The person in charge of and responsible for the quality control testing shall be identified in the QCP. This person shall be present on the project and possess one or more of the following qualifications: A. Registration as a Professional Engineer in the State of Colorado. B. Registration as an Engineer in Training in the State of Colorado with two years of paving experience. C. A Bachelor of Science in Civil Engineering or Civil Engineering Technology with three years of paving experience. D. National Institute for Certification in Engineering (NICET) certification at level III or higher in the subfields of Transportation Engineering Technology, Highway Materials or Construction Materials Testing Engineering Technology, Concrete and four years of paving experience. 5. Technician Qualifications. Technicians performing tests shall meet the requirements of Colorado Procedure 10. 6. Testing Equipment. All of the testing equipment used to conduct quality control testing shall conform to the standards specified in the test procedures and be in good working order. 7. Reporting and Record Keeping., The Contractor shall report the results of the tests to the Engineer in writing at least once per day. The Contractor shall assemble a Quality Control (QC) notebook and update it daily. This notebook shall contain all worksheets, test results forms, test results charts and quality level charts for each of the elements listed in Table 106-2 or 106-3. The Contractor shall submit examples of worksheets, test result forms and test results charts in accordance with CP 12B as part of the Contractor's Quality Control Plan (QCP). The Contractor shall submit the QC notebook to the Engineer for review once a month on the date agreed to at the Pre -Construction Conference. The QC notebook will be returned to the Contractor with a list of recognized deficiencies within two working days after submittal. Deficiencies may include, but are not limited to the failure to submit the notebook on time or an absence of the required reports. For any month in which deficiencies are identified, the QC notebook will be submitted for review two weeks after the QC notebook is returned. Upon the second recognized deficiency the Engineer will notify the Contractor, and the pay estimate shall be withheld until the Contractor submits, in writing, a report detailing the cause for the recognized deficiency. The report shall include how the Contractor plans to resolve the deficiencies. Additional recognized deficiencies will result in a delay of the pay estimate until the Contractor has identified and resolved the deficiency along with revising and resubmitting his QCP to address these issues. Once the Engineer has reviewed and approved the revised QCP the estimate may be paid. Upon submittal of the QC notebook for the semi- final estimate, the QC notebook shall become the property of the Department. The Contractor shall make provisions such that the Engineer can inspect quality control work in progress, including QC notebook, sampling, testing, plants, and the Contractor's testing facilities at any time. (b) Acceptance Testing. Acceptance testing frequencies will be in accordance with Table 106-3. Acceptance tests will be conducted by and at the expense of the Department. Acceptance sampling and testing procedures will be in accordance with the Department's Field Materials Manual with the following exceptions and inclusions: A split sample from an acceptance test shall not be used for a quality control test. The Engineer will designate the location where samples are to be taken. Samples shall be taken by the Contractor in accordance with CP 61. The Engineer will be present during the sampling and take possession of all acceptance samples. Samples transported in different containers will be combined and mixed before molding specimens. All materials are subject to inspection and testing at all times. Pavement thickness acceptance will be determined by cores. April 30, 2009 5 REVISION OF SECTIONS 105 AND 106 CONFORMITY TO THE CONTRACT OF PORTLAND CEMENT CONCRETE PAVEMENT (COMPRESSIVE STRENGTH CRITERIA) The compressive strength test for acceptance will be the average compressive strength of three test cylinders cast in plastic molds from a single sample of concrete and cured under standard laboratory conditions prior to testing. If the compressive strength of any one specimen differs from the average by more than 10 percent, that specimen will be deleted and the average strength will be determined using the remaining two specimens. Each set of three cylinders will be tested at 28 days after molding. (c) Check Testing. The Contractor and the Engineer shall conduct a check testing program (CTP) prior to the placement of any concrete pavement. The check testing program will include a conference directed by the Region Materials Engineer of the Contractor's testers and the Department's testers concerning methods, procedures and equipment for compressive strength testing. Check testing shall be completed before any portland cement concrete pavement is placed. A set of three cylinders will be molded by both the Contractor and the Department's project testers from a split sample. The specimens will be sampled, molded and cured for seven days and tested for compressive strength according to the procedures of Section 106. The Department's Independent Assurance Tester will also mold, cure and test a set of three cylinders, but the Independent Assurance Test results will not be entered in the check testing analysis. If the results of the check tests do not meet the following criteria, then the check testing will be repeated until the following criteria are met: 1. The average of the Contractor's test results and the average of the Department's test results shall be within 10 percent of the average of all test results. 2. Each specimen test result shall be within 15 percent of the average of all test results. A check test must also be conducted on the sand equivalent test. The average of the absolute differences between the quality control and the acceptance testing personnel will be compared to the acceptable limits shown in Table 13-1 of CP 13. The CTP will be continued until the acceptance and quality control test results are within the permissible ranges shown in Table 13-1 of CP 13. During production, split samples of randomly selected acceptance tests will be compared to the permissible ranges shown in Table 13-1 of CP 13. The minimum frequency will be as shown in Table 106-3. If production has been suspended and then resumed, the Engineer may order a CTP between quality control and acceptance testing persons to assure the test results are within the permissible ranges shown in Table 106-4. Check test results shall not be included in quality control testing. The Region Materials Engineer shall be called upon to resolve differences if a CTP shows unresolved differences beyond the ranges shown in Table 13-1 of CP 13. (d) Testing Schedule. All samples used to determine I/DP by quality level formulas in accordance with Section 105, will be selected by a stratified random quality. April 30, 2009 6 REVISION OF SECTIONS 105 AND 106 CONFORMITY TO THE CONTRACT OF PORTLAND CEMENT CONCRETE PAVEMENT (COMPRESSIVE STRENGTH CRITERIA) Table 106-3 TESTING SCHEDULE - ITEM 412 PORTLAND CEMENT CONCRETE PAVEMENT Element Minimum Testing Frequency Contractor's Quality Control Aggregate Gradation and Fractured Faces Minimum of 1/day, then 1/10,000 sq. yds. Slump First three loads each day, then as needed for control. Compressive Strength, Air Content, Yield and Minimum of 1/day, then 1/2,500 sq. yds. Sand Equivalent Pavement Thickness I In accordance with subsection 412.21. Minimum of'six transverse and six longitudinal Joint Pull Test Joints locations for the 1 st 2500 linear feet, then three transverse and three longitudinal joints thereafter. Load Transfer Dowel Minimum of six transverse joint locations in each 2500 Bar Placement linear feet. Tining Depth 528 linear feet in each lane and shoulder wider than 8 feet. Water Cement Ratio 1First three loads each day, then 1/500 cu. yds. I Revisions to the Project Standard Special Provisions: A. Standard Special Provision "Conformity to the Contract of Portland Cement Concrete Pavement (Compressive Strength Criteria) — April 30, 2009" is added to the contract. • See Attached. • This Standard Special Provision revises section 105.05 and allows the City of Fort Collins to base pay factor incentive/disincentive on compressive strength criteria. Clarifications to the Project Special Provisions: A. Clarification to Section 203 — Excavation and Embankment Unclassified Excavation (Complete in Place) assumes that Harmony and College roadways have a minimum 9 inches of existing base under the existing pavement. The City does not anticipate requiring over excavation, stockpiling and recompacting existing subgrade and aggregate base to obtain the assumed 9" of aggregate base. Should a condition arise where the existing subgrade is less than 9 inches thick, the City would address that area with the line item 203-00100 - Muck Excavation for over excavation and disposal of shallow base and use line item 304-06000 Aggregate Base Course (Class 5 or 6) for backfill of the excavated area in order to obtain the 9" base that is assumed on the project. B. Clarification to Section 609 — Curb and Gutter • All curb and gutter that is adjacent to concrete pavement will need to be tied to the concrete pavement with dowel bars and will need to have a pan thickness equal to the pavement thickness which is 11 inches. • All curb and gutter that is adjacent to asphalt pavement will be standard pan thickness of 6 inches thick. • All curb and gutter can be poured monolithically with the pavement, but it will require tie bars, the specified gutter pan shape and the 11 inch thick pan section. • To simplify field measurements and comply with CDOT line item codes, all curb and gutter will be paid under the specified bid tab line items. C. Clarification to Section 630 — Traffic Control • Portable Message Sign Panel — The City anticipates using portable message sign panels for 5 days prior to each phase of construction. The City anticipates using 4 portable message sign panels for phase 1,2, and 4. The City anticipates using 6 portable message sign panels prior to phase 3. The pay item is EA / DAY. REVISED BID FORM ATTACHED. Please contact John D. Stephen, CPPO, LEED AP, Senior Buyer at (970) 221-6777 with any questions regarding this addendum. RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN STATEMENT ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM HAS BEEN RECEIVED. 7127 College/Harmony Intersection Improvements Federal Aid Project No. STU M455-077 Addendum 2 Line Item # Line Item Description QuantitiesEstimatedUnit Unit Price Total Cost 201-00000 Clearing and Grubbing 1 LS 202-00019 Removal of Inlet 31 EA 202-00035 Removal of Pie 46 LF 202-00200 Removal of Sidewalk 1,683 SY 202-00203 Removal of Curb and Gutter 6,792 LF 202-00210 Removal of Concrete Pavement 803 SY 202-00211 Removal of Median Cover 860 SY 202-00220 Removal of Asphalt Mat 16,544 SY 202-00240 Removal of Asphalt Mat(Planing) 4 944 SY 202-00900 Removal of Concrete Footing (Signal Pole Base - Top 36") 8 EA 203-00010 Unclassified Excavation (Complete In Place 5,494 CY 203-00100 Muck Excavation 100 CY 203-01596 Potholing With Surveying and Stationing of U/G Utilities 1 LS 207-00205 Topsoil 173 CY 207-00210 Stockpile Topsoil 595 CY 207-00405 Topsoil (Special) 830 CY 208-00003 Erosion Log Wattle 18 Inch 12 EA 208-00020 Silt Fence 846 LF 208-00045 Concrete Washout Structure 4 EA 208-00050 Storm Drain Inlet Protection (Type 1 7 EA 208-00070 Stabilized Construction Entrance 4 EA 208-00205 Erosion Control Supervisor 75 HR 209-00000 Water (Irrigation) 4,000 GAL 210-00002 Reset Structure Brick Bollards 2 EA 7127 College/Harmony Intersection Improvements Federal Aid Project No. STU M455-077 Addendum 2 210-00003 Reset Existing Irrigation Backflow Preventer 2 EA 210-00004 Adjust Existinq Irrigation Backflow Preventer 1 EA 210-00050 Reset Fire Hydrant 2 EA 210-00065 Reset Monument 1 EA 210-04010 Adjust Manhole 9 EA 210-04015 Modify Manhole 2 EA 210-04050 Adjust Valve Box 12 EA 210-04060 Adjust Water Meter 2 EA 212-00050 Sod 15,000 SF 304-06000 Aggregate Base Course (Class 5 or 6) 7,435 TON 403-00001 Hot Mix Asphalt (Temporary) 11" 135 TON 403-00720 Hot Mix Asphalt (Patching) (Asphalt) (6") 245 TON 403-32821 Hot Mix Asphalt (Grading SG) (100) (PG 58-28) (4" Depth) 974 TON 403-33851 Hot Mix Asphalt (Grading S) (100) (PG 64-28) (2" Depth) 487 TON 403-33852 Hot Mix Asphalt (Grading S) (100) (PG 64-28) (3" Depth)(Overlay) 851 TON 412-00801 Concrete Pavement 8 Inch S ecial-Drivewa s 193 SY 412-01100 Concrete Pavement 11 Inch 11,930 SY 412-01101 Concrete Pavement (11 Inch) (Special- Crosswalks) 835 SY 412-01102 Concrete Pavement (11 Inch) (Special -Raised Crosswalks) 118 SY 412-01120 Concrete Pavement (11 inch) (Fast Track) (24 Hour) 50 SY 412-01121 Concrete Pavement (11 inch) (Fast Track) (48 Hour) 50 SY 420-00500 Geotextile(Paving) 7,024 SY 506-01020 Geo rid Reinforcement 500 SY 603-01155 15 Inch Reinforced Concrete Pipe (Complete In Place) 51 LF 603-01185 18 Inch Reinforced Concrete Pipe (Complete In Place) 23 LF 7127 College/Harmony Intersection Improvements Federal Aid Project No. STU M455-077 Addendum 2 603-01245 24 Inch Reinforced Concrete Pipe (Complete In Place) 40 LF 604-16050 Inlet Type 16 (Single) (Special) 2 EA 604-16505 Inlet Type 16 Double 5 Foot 1 EA 604-19315 Inlet Type R L 15 15 Foot 1 EA 604-30010 Manhole Slab Base 4' Diameter 10 Foot 1 EA 604-30015 Manhole Slab Base 5 Diameter 15 Foot 1 EA 604-xxxxx Snout Structure 4 EA 605-00004 4 Inch Non -Perforated Pie Underdrain 210 LF 605-00040 4 Inch Perforated Pipe Underdrain 1,992 LF 608-00005 Concrete Sidewalk (Special -Thickened Ede 88 SY 608-00350 Concrete Sidewalk Colored 293 SY 608-00006 Concrete Sidewalk 6 Inch 1,111 SY 608-00010 Concrete Curb Ramp 335 SY 608-10010 Sidewalk Drain 1 EA 609-21010 Curb and Gutter Type 2 Section I-B 1,149 LF 609-21011 Curb and Gutter Type 2 Section I-B Modified 2,772 LF 609-21020 Curb and Gutter Type 2 Section II-B 2,822 LF 609-21011 Curb and Gutter Type 2 Section I-M 755 LF 610-00010 Median Cover Material Decorative 747 SF 613-00200 2 Inch Electrical Conduit 1,125 LF 613-00201 2 Inch Electrical Conduit - Irrigation Sleeve 410 LF 613-00300 3 Inch Electrical Conduit 2,400 LF 620-00002 Field Office Class 2 1 EA 620-00020 Sanitary Facility 2 EA 622-00270 Bollard 24 EA 7127 College/Harmony Intersection Improvements Federal Aid Project No. STU M455-077 Addendum 2 626-00000 Mobilization 1 LS 626-01000 Public Information Services 1 LS 627-00025 4 inch Pavement Markin Tape Removable 2,400 LF 630-80000 Construction Traffic Control Devices 1 LS 630-00000 Flagging 1,600 Hour 630-00012 Traffic Control Management 134 Da 630-80341 Construction Traffic Sin Panel Size A 15 EA 630-80342 Construction Traffic Sin Panel Size B 15 EA 630-80359 Portable Message Sign Panel 90 EA Da 630-80370 Concrete Barrier (Temporary) 300 LF 630-86800 Traffic Signal (Temporary) - College and 11-larmony Intersection 1 LS 630-86801 Traffic Signal (Temporary) - College and Mason Intersection 1 LS FORCE ACCOUNT 700-70010 F/A Minor Contract Revisions 1 FA $ 145,000.00 $ 145,000.00 700-70011 F/A Partnering 1 FA $ 5,000.00 $ 5,000.00 700-70014 F/A Incentive 1 FA $ 115,000.00 $ 115,000.00 700-70016 F/A Fuel Cost Adjustment 1 FA $ 25,000.00 $ 25,000.00 700-70017 F/A Concrete Pavement Incentive 1 FA $ 17,000.00 $ 17,000.00 700-70019 F/A Asphalt Cement Cost Adjustment 1 FA $ 25,000.00 $ 25,000.00 700-70022 F/A OJT Colorado Training Program 1 FA $ 525.00 $ 525.00 700-70380 F/A Erosion Control 1 FA $ 5,000.00 $ 5,000.00 TOTAL COST: 1 $ TOTAL IN WORDS April 30, 2009 REVISION OF SECTIONS 105 AND 106 CONFORMITY TO THE CONTRACT OF PORTLAND CEMENT CONCRETE PAVEMENT (COMPRESSIVE STRENGTH CRITERIA) NOTICE This is a standard special provision that revises or modifies CDOT's Standard Specifications for Road and Bridge Construction. It has gone through a formal review and approval process and has been issued by CDOT's Project Development Branch with formal instructions for its use on CDOT construction projects. It is to be used as written without change. Do not use modified versions of this special provision on CDOT construction projects, and do not use this special provision on CDOT projects in a manner other than that specified in the instructions unless such use is first approved by the Standards and Specifications Unit of the Project Development Branch. The instructions for use on CDOT construction projects appear below. Other agencies which use the Standard Specifications for Road and Bridge Construction to administer construction projects may use this special provision as appropriate and at their own risk. INSTRUCTIONS FOR USE ON CDOT CONSTRUCTION PROJECTS: Use this standard special provision on projects having portland cement concrete pavement where the Region Materials Engineer has determined that acceptance will be based on compressive strength criteria. April 30, 2009 I REVISION OF SECTIONS 105 AND 106 CONFORMITY TO THE CONTRACT OF PORTLAND CEMENT CONCRETE PAVEMENT (COMPRESSIVE STRENGTH CRITERIA) Sections 105 and 106 of the Standard Specifications are hereby revised for this project as follows Delete subsection 105.06 and replace with the following: 105.06 Conformity to the Contract of Portland Cement Concrete Pavement. Conformity to the Contract of all Portland Cement Concrete Pavement, Item 412, will be determined in accordance with the following: When the Engineer finds that the materials furnished, the work performed, or the finished product does not conform with the Contract, or the Pay Factor (PF) for an element's process is less than 0.75 but that reasonably acceptable work has been produced, the Engineer will determine the extent of the work that will be accepted and remain in place. The Engineer will use a Contract Modification Order to document the justification for allowing the work to remain in place and the price adjustment that will be applied. When the Engineer finds the materials furnished, work performed, or the finished product is not in conformity with the Contract, or the PF for an element's process is less than 0.75 and has resulted in an inferior or unsatisfactory product, the work or material shall be removed and replaced or otherwise corrected by and at the expense of the Contractor. When the PF for any process is 0.75 or greater, the finished quantity of work represented by the process will be accepted at the calculated pay factor. Materials will be sampled and tested by the Department in accordance with Section 106 and with procedures contained in the Department's Field Materials Manual. The approximate quantity represented by each sample will be as set forth in subsection 106.06, Table 106-3. Additional samples may be selected and tested at the Engineer's discretion. (a) Incentive/Disincentive Payments (I/DP) will be made based on a statistical analysis that yields Pay Factors (PF) and Quality Levels (QL). The PF and QL will be made based on test results for the elements of compressive strength and pavement thickness. Incentive/ Disincentive payment will not be made for thickness of concrete pavement furnished by the Contractor and placed by others. The QL will be calculated for the elements of compressive strength and pavement thickness on a process basis. A separate process will be established for an element when a change in the process affects that element. A process will consist of the test results from a series of random samples. Test results determined to have sampling or testing errors will not be used. All materials produced will be assigned to a process. A change in process is defined as a change that affects the element involved. Changes in mix design, material source, design pavement thickness, or the method being utilized to place the pavement are considered changes in process. The following is provided to clarify changes in processes for each element: 1. Construction of mainline pavement, including the shoulders if placed with the mainline, is a single process, providing there are no changes in process as described above. 2. Construction of ramps, acceleration and deceleration lanes, shoulders placed separately and areas requiring hand work are considered separate processes. 3. A change in the mix design is a process change for the compressive strength element, but is not a process change for the pavement thickness element. (b) When it is necessary to represent material by one or two tests, each individual test shall have a PF computed in accordance with the following: If the value of the test is at or above the lower tolerance limit, then PF = 1.000. If the value of the test is below the lower tolerance limit, then: PF = 1.00 — [ 0.25(TL -To)/V ] where: PF = pay factor. V= V factor from Table 105-4. To = the individual test value. TL= lower tolerance limit. April 30, 2009 2 REVISION OF SECTIONS 105 AND 106 CONFORMITY TO THE CONTRACT OF PORTLAND CEMENT CONCRETE PAVEMENT (COMPRESSIVE STRENGTH CRITERIA) (c) The following procedures will be used to compute Incentive/Disincentive Payments (I/DP), quality levels (QL), and pay factors (PF) for processes represented by three or more tests: 1. Quality Level (QL) will be calculated according to CP-71. 2. Compute the PF for the process. When the process has been completed, the number of tests (Pn) it includes shall determine the formula to be used to compute the final pay factor in accordance with the following: A. For compressive strength and pavement thickness: When 3 <_ Pn s 5 If QL >_ 85, then PF = 1.00 + (QL - 85)0.001333 If QL < 85, then PF = 1.00 + (QL - 85)0.005208 When 6 <_ Pn _< 9 If QL >_ 90, then PF = 1.00 + (QL - 90)0.002000 If QL < 90, then PF = 1.00 + (QL - 90)0.005682 When 10 _< Pn _< 25 If QL >_ 93, then PF = 1.00 + (QL - 93)0.002857 If QL < 93, then PF = 1.00 + (QL - 93)0.006098 When Pn >_ 26 If QL >_ 95, then PF = 1.00 + (QL - 95)0.004000 If QL < 95, then PF = 1.00 + (QL - 95)0.006757 3. Compute the I/DP for the process: I/DP = (PF-1)(QR)(UP) where: QR = Quantity Represented by the process. UP = Unit Price bid for the Item. The total I/DP for an element shall be computed by accumulating the individual I/DP for each process of that element. (d) As acceptance test results become available, they will be used to calculate accumulated QL and Incentive/Disincentive Payments (I/DP) for each element and for the item. The Contractor's test results and the accumulated calculations shall be made available to the Engineer upon request. The Engineer's test results and the calculations will be made available to the Contractor as early as reasonably practical. Numbers from the calculations shall be carried to significant figures and rounded according to AASHTO Standard Recommended Practice R-11, Rounding Method. I/DP will be made to the Contractor in accordance with subsection 412.24(a). During production, interim I/DP will be computed for information only. The Pn will change as production continues and test results accumulate. The Pn at the time an I/DP is computed shall determine the formula to be used. After all portland cement concrete pavements have been placed according to the contract, the final I/DP will be computed. (e) The Contractor will not have the option of accepting a price reduction or disincentive in lieu of producing specification material. Continued production of non -specification material will not be permitted. Material which is obviously defective may be isolated and rejected without regard to sampling sequence or location within a process.