Specifications include, but are not limited to: The Contractor shall provide all labor, material, equipment, supervision, transportation, permits, fees, licenses, and temporary utilities to repair the apron shoulder pavement by replacing existing shoulder asphalt concrete pavement with airfield Portland cement concrete (PCC) pavement. The Scope of Work generalizes major work elements and is not all inclusive as it is performance based.; 1.2.7 General Requirements: 1.2.7.1 Asphalt concrete pavement shoulder (approximately 896 SY) as shown in Appendix A, Plan 1 shall be repaired by replacing the existing asphalt concrete apron shoulder pavement, as well as adjacent irregular shaped PCC slabs, with airfield PCC meeting the requirements of UFGS 32 13 14.13 Concrete Pavement for Airfields and Other Heavy-Duty Pavements.; 1.2.7.2 Contractor shall phase the repairs to complete all work in Area D-1, followed by completion of Areas D-2, D-3 and D-4 (or vice versa) to allow for continued (but limited) aircraft taxiing operations during the project.; 1.2.8 Demolition and Subgrade Preparation: 1.2.8.1 Prior to any demolition, contractor shall perform topographic survey of the area to evaluate and maintain the drainage off of the apron and to the North East after the construction of the new concrete pavement. As built grading plan of the existing apron pavement is shown in Appendix A, Plan 3 and 4. The final concrete pavement shall consist of 12 inches of PCC, 4 inches of crushed aggregate base course, and 6 inches of prepared subgrade. The perimeter concrete slabs shall have a thickened edge of 15 inches following the detail in Appendix A, Detail 4.; 1.2.8.2 The existing typical section is 12 inches (thickened edge of 15 inches along the perimeter) of PCC over 2 inches bituminous base course over 6 inches compacted subgrade as shown in Appendix A, Section 1. Existing PCC pavement shall be saw cut 1 inch within the existing edge so as to provide a clean vertical edge prior to the removal of the asphalt concrete, base and subgrade. Asphalt concrete adjacent to the new apron edge shall be saw cut not less than 3 feet beyond the extents of the new PCC. The area underlying the existing asphalt concrete shoulder shall be over-excavated to a depth of 16 inches below top of adjacent PCC pavement and asphalt concrete pavements; 1.2.8.3 In the additional 4 areas shown in Appendix A, Plan 1, existing irregular shaped PCC slabs (approximately 240 SY) shall be removed to provide for the placement of the new regularly shaped PCC slabs. Existing PCC pavement in these two locations shall be saw cut along the existing joints prior to slab removal so as to provide a clean vertical edge without damage to the PCC pavement to remain. PCC shall be removed and the underlying area shall be over-excavated to a depth of 16 inches below the top of the adjacent pavement. Any damage to adjacent concrete pad caused by the contractor shall be repaired by the contractor at no extra expense to the Government.; 1.2.9 Crushed Aggregate Base Course: 1.2.9.1 Crushed aggregate base course shall meet the requirements of FAA P-209, spread to a uniform thickness of 4 inches and compacted to not less than 100% of the maximum density tested in accordance with ASTM D1557. The moisture content of the material during placing operations shall be within ±2 percentage points of the optimum moisture content as determined by ASTM D1557. Maximum density refers to maximum dry density at optimum moisture content unless otherwise specified.; 1.2.10 Dowels: 1.2.10.1 Doweled Construction Joints between New and Existing Pavement: Dowels shall meet the requirements of UFGS 32 13 14.13 and shall be placed IAW with UFGS 32 13 14.13. Holes approximately 1/8 inch greater in diameter than the dowels shall be drilled in the existing concrete and the dowels shall be bonded in the drilled holes using an epoxy resin grout. One inch diameter smooth epoxy coated dowels shall be 20 inches long and spaced at 15 inch C.C. The drilled holes will be placed at half the thickness of the pavement. Contractor shall dowel construction joints in the same manner when necessary for successive concrete placements.; 1.2.10.2 Doweled contraction joints within new pavement. Contractor shall use dowel basket assemblies to support and appropriately secure one inch diameter 20 inch long smooth epoxy coated dowels spaced at 15 inch C.C. for contraction joints within the new pavement. Contraction joints shall be saw cut IAW UFGS 32 13 14.13.; 1.2.11 Portland Cement Concrete (PCC): 1.2.11.1 The new PCC pavement must have a total thickness of 12 inches, with a thickened edge of 15 inches along the apron perimeter as shown in Appendix A, Detail 4. Slab sizes shall be maintained consistently at approximately 10 foot by 10 foot. Contractor is responsible for providing a mix design for approval of the 162 CES representative meeting UFGS 32 13 14.13 prior to any paving operations.; 1.2.11.2 Straight side fixed forms shall be made of steel and shall be furnished in sections not less than 10 feet in length. Forms shall be provided with adequate devices for secure settings so that when in place they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment.; 1.2.11.3 The new concrete pavement shall be constructed in accordance with Specification Section UFGS 32 13 14.13 and achieve 650 psi flexural strength at 90 days. Contractor shall place new PCC using equipment specifically designed for placement and finishing using stationary side forms. Contractor shall use a vibratory truss screed to place the new PCC with vibrators capable of being sufficient of consolidating the pavement without segregation or voids. Any hand screeding and float finishing shall only be used on small irregular areas as allowed by the 162 CES representative. Contractor shall apply a burlap drag finish to the newly placed pavement in accordance with UFGS 32. 13 14.13.