tory cores at not less than 10-foot (3.05 m) intervals parallel to the center line in each direction from the affected location until in each direction a core is found which is not deficient by more than 1.0 inch (25.4 mm). Areas found deficient in thickness by more than 1.0 inch (25.4 mm) shall be evaluated by the Engineer, and if in his determination the deficient areas warrant removal, they shall be removed and replaced with concrete of the thickness shown on the plans. Exploratory cores for deficient thickness will not be used in averages for adjusted unit price. Method of Measurement 501.24 The quantity to be paid for under this item will be the number of square yards of concrete pavement completed and accepted as measured complete in place. The width for measurement will be the width of the pavement shown on the typical cross section of the plans, additional widening where called for, or as otherwise directed in writing by the Engineer. The length will be measured horizontally along the center line of each roadway or ramp. Measurement of reinforcing steel placed in the slab as a lower layer at locations shown on the plans or directed by the Engineer will be made in accordance with subsection 554.07. All other steel required for the work of this section will not be measured for separate payment. Basis of Payment 501.25 (a) General.-The accepted quantities of concrete pavement determined as provided above will be paid for at the contract unit price per square yard which price and payment will be full compensation for furnishing and placing all materials, including any dowels and joint material, provided, however, that for any pavement found deficient in thickness by more than 0.2 inch (5.1 mm), but not more than 1.0 inch (25.4 mm), only the reduced price stipulated below will be paid. No additional payment over the unit contract bid price will be made for any pavement which has an average thickness in excess of that shown on the plans. Reinforcing steel, measured as provided in subsection 501.24, will be paid for under Section 554. When high-early-strength cement is used at the direction of the Engineer, an additional payment per square yard will be made, in addition to the above, for the area of pavement in which such cement was used as ordered, in accordance with the bid price for pay item 501(3). Payment will be made under: Pay item 501(1) Reinforced portland cement concrete pave ment Pay unit Square yard. 501(2) Plain portland cement concrete pavement. Square yard. Square yard. (b) Price adjustments.—Where the average thickness of pavement is deficient in thickness by more than 0.2 inch (5.1 mm), but not more than 1.0 inch, (25.4 mm), payment will be made at an adjusted price as specified in the following table. 57 percent 0.76 to 1.00 (19.30 to 25.44 mm) When the thickness of pavement is deficient by more than one inch (25.4 mm) and the determination of the Engineer is that the area of such deficiency should not be removed and replaced, there will be no payment for the area retained. (c) Adjusted proportions.-Adjustments in proportions made in accordance with the provisions of subsection 501.03(b) which result in a change of more than 2 percent in the designated nominal cement content of mixes designed for minimum strength will be adjusted for or against the Contractor by the cost to him of cement at his point of cement storage for the project, for the quantities in excess of a 2-percent variation. Sections 502 through 549.-RESERVED Section 550 BRIDGE CONSTRUCTION Section 551.-PILING Description 551.01 Scope. This work shall consist of piling furnished and/or driven or placed in accordance with these specifications and in reasonably close conformity with the plans. The Contractor shall furnish the piles in accordance with an itemized list, which will be furnished by the Engineer, showing the number and lengths of all piles. When concrete piles cast in steel pipes or shells are specified on the plans, the Engineer will not furnish the Contractor an itemized list, showing the number and length of piles. When test piles and load tests are required in conformance with subsections 551.02 and 551.03, respectively, the data obtained from driving test piles and making test loads will be used in conjunction with other available subsoil information to determine the number and lengths of piles to be furnished. The Engineer will not prepare the itemized list of piles for any portion of the foundation area until all loading tests representative of that portion have been completed. In determining lengths of piles for ordering and for footage to be included for payment, the lengths given in the order list will be based on the lengths which are assumed to remain in the completed structure. The Contractor, shall, without added compensation, increase the lengths to provide for fresh heading and for such additional length as may be necessary to suit the Contractor's method of operation. 551.02 Test Piles. For his own information, the Contractor may drive such test piles as he may consider necessary. When called for in the bid schedule or when needed for calibrating hammers as provided in subsection 551.03, the Contractor shall furnish and drive test piles of the dimensions and at the locations designated by the Engineer. They shall be of the material shown in the bid schedule and shall be driven to refusal or to such tip elevation or approximate bearing value as the Engineer may request. Test piles shall be driven with the same hammer that is used for driving foundation piles. When the Engineer requests a load test to determine a bearing value, the first load test pile shall be driven to the specified bearing value as determined by the applicable formula indicated in subsection 551.04. Subsequent test piles to be load tested shall be driven to the specified bearing values as determined by the applicable formula modified by the results of prior test loads and foundation data. The ground at each test pile shall be excavated to the elevation of the bottom of the footing before the pile is driven. 551.03 Load Tests. Load tests shall be made where shown on the plans or in the special provisions. When diesel or other types of hammers requiring calibration are to be used, the Contractor shall make load tests even though no load tests are called for in the bid schedule, except that load tests will not be required when the hammer is to be used only for driving piles to refusal, rock or a fixed tip elevation or the hammer is of a type and model that has been previously calibrated for similar type, size and length of pile, and foundation material. Calibration data must have been obtained from sources acceptable to the Engineer. Load tests shall be made by methods approved by the Engineer. The Contractor shall submit to the Engineer for approval detailed plans of the loading apparatus he intends to use. The apparatus shall be so constructed as to allow the various increments of the load to be placed gradually without causing vibration to the test piles. If the approved method requires the use of tension (anchor) piles, such tension piles shall be of the same type and diameter as the permanent piles and shall be driven in the location of permanent piles when feasible. Piling not a part of the structure, shall be removed or cut off at least one foot below the bottom of the footing or finished elevation of the ground upon completion of the test load. Permanent piling used as anchor piling which are raised during the test load shall be redriven to original grade and bearing. Suitable approved apparatus for determining accurately the load on the pile and the settlement of the pile under each increment of load shall be supplied by the Contractor. Test loading shall consist of the application of incremental static loads to a pile and measuring the resultant settlement. The loads shall be applied by a hydraulic jack acting against suitable anchorage, transmitting the load directly to the pile, or other methods designated by the plans or approved by the Engineer. The load shall be applied in increments of 5 or 10 tons (4.536 or 9.072 tonnes) as directed by the Engineer. Gross settlement readings, loads and other data shall be recorded by the Engineer immediately before and after the application of each load increment. Each load increment shall be held for an interval of 22 minutes. Each succeeding increment shall be as directed by the Engineer or as shown on the plans and shall be applied immediately after the 21⁄2 minute interval readings have been made. When the load-settlement curve obtained from these test data shows that the pile has failed; i.e., the load can be held only by constant pumping and the pile or shaft is being driven into the ground, pumping shall cease. Gross settlement reading, loads and other data shall be recorded immediately after pumping has ceased and again after an interval of 22 minutes for a total period of 5 minutes. All load shall then be removed and the member allowed to recover. Gross settlement readings shall be made immediately after all loads have been removed and at each interval of 21⁄2 minutes for a total period of 5 minutes. All test loads shall be carried to failure or to the capacity of the equipment, unless otherwise noted on the plans. After the completion of loading tests, the load used shall be removed and the piles, including tension piles, utilized in the structure if found by the Engineer to be satisfactory for such use. Test piles not loaded shall be utilized similarly. If any pile, after serving its purpose as a test or tension pile, is found unsatisfactory for utilization in the structure, it shall be removed if so ordered by the Engineer or shall be cut off below the ground line or footings, whichever is applicable. 551.04 Timber Pile Bearing Values by Formula. When load tests are called for in the bid schedule, and when diesel or other hammers to be calibrated are used, the minimum number of hammer blows per unit of pile penetration needed to obtain the specified bearing value of piles will be determined by load tests as provided in subsections 551.02 and 551.03. In the absence of load tests, the safe bearing value of each timber pile will be determined by whichever of the following approximate formulas is applicable. For single-acting steam or air hammers and for diesel hammers having unrestricted rebound of ram, P= 2WH S +0.1 For double-acting steam or air hammers and diesel hammers having enclosed rams, P= where: 2E P =safe load per pile in pounds. W=weight of the striking part of the hammer in pounds. =observed average height of fall, in feet, of blows used to S =average penetration per blow in inches for the last 10 to 20 blows of a steam, air, or diesel hammer. E=the manufacturer's rating for foot-pounds of energy developed by double-acting steam or air hammers and; =90 percent of the average equivalent energy in foot-pounds as determined by a gauge attached to the pile hammer and recorded during the period when the average penetration per blow is recorded for diesel hammers having enclosed rams. Hammers of this type shall be equipped with a gauge and applicable charts supplied which will |