for Highway Construction Page 423 of 71 5 SECTION 560 – DEWATERING FOUNDATION
560.01 Description.
Provide, install, maintain, and remove dewatering system necessary for removing and/or diverting water around foundations to allow excavation, pile installa tion, construction of footings, columns, and riprap placement as specified or as directed. Water removal may be accomplished by draining, pumping, bailing, stream diversion, construction of cribbing, or cofferdams. Earthen cofferdams are not allowed .
A.Submittals.
1.Submit the materials, installation, maintenance, and removal information of the dewatering system for approval as specified in 105.02. Submit a dewatering plan including drawings and written descriptions of the proposed procedures for dewatering, pumping, and disposal of fluidiz ed materials.
2.Design temporary retaining structures that meet the most recent AASHTO Guide Specifications for Bridge Temporary Works. Calculations for the proposed configuration of the dewatering system must be signed and sealed by an Idaho licensed professional engineer.
560.02 Materials.
Not specified.
560.03 Construction Requirements.
Secure and comply with all permits and Idaho Department of Water Resources requirements for this work as specified in 107.02. Meet the environmental protection requirements as specified in 107.17. Construct as specified in 210 and 501.03. Select and design a dewatering system that isolates anticipated stream flows from construction areas. Ensure the dewatering method will accommodate seal concrete placement to the elevations specified. Vent cofferdam walls to prevent excessive hydrostatic pressure from developing below the seal concrete during probable flooding at the time of construction. Any suspended sediment and turbidity resulting from streambed dewatering activities must not violate applicable in- stream turbidity criteria. Once the dewatering system is installed, in- stream turbidity levels must not exceed ambient background water quali ty for the duration of use. All sediment and erosion control measures must be in place before the commencement of the dewatering system construction. Maintain a safe, clean, and accessible project site and repair any damage caused by failure of the dewatering system. Provide adequate clearances in all directions as required for the execution of the work to be performed in the dewatered area. This must include room for the dewatering pumps, installation, and removal operations.
A.Seal Concrete. Place seal concrete within the dewatered area at the pier after pile driving is completed and accepted. Place seal concrete as specified in the applicable provisions of 502.03. Before dewatering, cure the seal concrete at least 3 calendar days and until concrete reaches minimum compressive strength of 2,500 psi. for Highway Construction Page 424 of 715 B. Dewatering. After the dewatering system is in place and has been adequately sealed and before any other in- stream construction activities have started, the water behind the in- stream barrier may be pumped directly back into the stream if the pumped water meets applicable in- stream turbidity criteria. After starting in- strea m construction, deposit all pumped water into an upland temporary dewatering sediment basin and treat the water to within acceptable levels before reentering the stream. Temporary sump holes may be installed to create a more suitabl e pumping area. Pumps must be capable of dewatering at a f aster rate than water enters the area. Pumps must be kept in a workable condition and a spare pump must be available for breakdowns or emergency conditions. Construct a temporary dewatering sediment basin at an approved location. The sides of the dewatering basin must be constructed of substantial materials designed for the prevention of siltation. The siltation- prevention screening must extend at least 2 feet above normal high water. Before removal of the screening, remove the accumulated silt and dispose of it offsite. After dewatering, clean the top of seal concrete surface of all scum, laitance, and sediment. Remove local high spots as necessary to provide required clearance for footing reinforcement .
C.Removal. Remove dewatering system upon completion of in- stream construction, cleanup, inspection, and acceptance of the internal dry work. Do not remove dewatering system before placement of the riprap. Flood the enclosed area before removing the dewatering system.
560.04 Method of Measurement.
The Engineer will meas ure acceptably completed work by the lump sum.
560.05 Basis of Payment .
The Department will pay for accepted quantities at the contract unit price as follows: Pay Item Pay Unit Dewatering Foundation ........................................................................... LS Excavation within the cofferdams will be paid under 210. Seal concrete within the cofferdams will be paid under 502. 561-564 for Highway Construction Page 425 of 715 SECTIONS 561 -564 - RESERVED for Highway Construction Page 426 of 71 5 SECTION 565 – ASPHALTIC PLUG EXPANSION JOINT SYSTEM
565.01 Description.
Provide and install expansion/contraction joints as specified and in accordance with the manufacturer’s written requirements. Provide and install the new bridge expansion joint system after paving on the bridge has been c ompleted. Obtain the services of one of the following applicators or an Engineer -approved equal:
1.Product: SA Bridge Bond Supplier -Installer: Maxwell Products Incorporated 650 South Delong Street Salt Lake City, UT 84104 Telephone No. (801) 972- 2090 Fax No. (801) 972- 5536
2.Product: Deery Flexible Joint System by Deery American Corp. Supplier -Installer: Deery American Corp. 420 Roosevelt Ave. Chandler, AZ 85226 Telephone No. (800) 528- 8242 Fax No. (480) 961- 0513
565.02 Materials.
A.Binder Material. Provide premixed, premeasured polymer asphalt expansion joint binder material and aggregate. Ensure joint binder material meets the requirements in Table 565.02- 1. Ensure aggregate is crushed, double washed, and dried granite, basalt, or orthoquartzite and is premixed with binder material. Table 565.02 -1 – Expansion Joint Binder Material Parameter Test Method Requirements Softening Point ASTM D36 179.6°F ( 82°C) minimum Tensile Adhesion ASTM D5329 700 % mi nimum Ductility @ 77 °F (25°C) ASTM D113 40 cm minimum Penetration: @ 77 °F (25 °C) 150 5 ASTM D5329 90 d i Flow 5 h @ 140°F (60°C), 150g, 5 sec ASTM D5329 3.0 mm m aximum Resiliency 77°F (25°C) ASTM D5329 40% minimum Asphalt Compatibility ASTM D5329 Pass Recommended Pouring Temperature — 370°F – 390.2°F (188 – 199°C)
Source: Idaho Standard Specifications for Highway Construction, 2023 Edition. Pages 459–461 of 768.