The control numbers assigned by the Office of Management and Budget to the hazardous liquid pipeline information collection pursuant to the Paperwork Reduction Act are 2137-0047, 2137-0601, 2137-0604, 2137-0605, 2137-0618, and 2137-0622.
Control Station 3.7 Crack
Any pipe installed underground must have at least 12 inches (305 millimeters) of clearance between the outside of the pipe and the extremity of any other underground structure, except that for drainage tile the minimum clearance may be less than 12 inches (305 millimeters) but not less than 2 inches (51 millimeters). However, where 12 inches (305 millimeters) of clearance is impracticable, the clearance may be reduced if adequate provisions are made for corrosion control.
Each operator must maintain signs visible to the public around each pumping station and breakout tank area. Each sign must contain the name of the operator and a telephone number (including area code) where the operator can be reached at all times.
Each operator shall prohibit smoking and open flames in each pump station area and each breakout tank area where there is a possibility of the leakage of a flammable hazardous liquid or of the presence of flammable vapors.
You must require and verify that supervisors maintain a thorough knowledge of that portion of the corrosion control procedures established under 195.402(c)(3) for which they are responsible for insuring compliance.
After October 2, 2000, when you install cathodic protection under 195.563(a) to protect the bottom of an aboveground breakout tank of more than 500 barrels 79.49m3 capacity built to API Spec 12F (incorporated by reference, see 195.3), API Std 620 (incorporated by reference, see 195.3), API Std 650 (incorporated by reference, see 195.3), or API Std 650's predecessor, Standard 12C, you must install the system in accordance with ANSI/API RP 651 (incorporated by reference, see 195.3). However, you don't need to comply with ANSI/API RP 651 when installing any tank for which you note in the corrosion control procedures established under 195.402(c)(3) why complying with all or certain provisions of ANSI/API RP 651 is not necessary for the safety of the tank.
When conducting in-line inspection of pipelines required by this part, each operator must comply with the requirements and recommendations of API Std 1163, Inline Inspection Systems Qualification Standard; ANSI/ASNT ILI-PQ, Inline Inspection Personnel Qualification and Certification; and NACE SP0102-2010, Inline Inspection of Pipelines (incorporated by reference, see 195.3). An in-line inspection may also be conducted using tethered or remote control tools provided they generally comply with those sections of NACE SP0102-2010 that are applicable.
B. Performance measures. These measures show how a program to control risk on pipeline segments that could affect a high consequence area is progressing under the integrity management requirements. Performance measures generally fall into three categories:
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The contractor constructed the two experimental CRCP sections on September 25, 2007, and WVU monitored them continuously during the first 3 days to investigate the early-age cracking behavior. As the concrete cured during this period, WVU researchers recorded changes in concrete strain, reinforcement strain, and temperature. WVU researchers located, counted, and measured early-age cracks to estimate the spacing and width. The research team then analyzed and compared the data, along with additional crack data obtained about 1 month and 4 months after construction.
Ensuring that adequate bond strength develops in the lapped splices of the longitudinal reinforcing rebars is important to prevent crack widening and subsequent structural failures. Therefore, a minimum splice length of 40 times the rebar diameter for GFRP and 25 to 30 times for steel is required, with at least three secure ties for each lap splice. Regular steel tie wires were used for the steel rebars and plastic zip ties for the GFRP. The contractor also staggered the lapped splices across the pavement to prevent localized strains in the slab.
For both test sections, the contractor used the same concrete mix design in accordance with Section 601 of the West Virginia Division of Highways Standard Specifications and Materials Procedure MP 711.03.23 for portland cement concrete. The contractor used Type I portland cement in the concrete mix along with Class F flyash. The coarse aggregate was # 57 limestone, and the fine aggregate was natural sand. The contractor also included an air-entraining admixture and a water-reducing admixture. The water-to-cement ratio was 0.42. The WVU designers specified that the concrete mix have a relatively high concrete strength to avoid excessively narrow crack spacings.
As the placement continued, the temperature of the subbase surface increased due to continuous sun exposure. The contractor measured the subbase surface temperature as about 39 oC (103 oF) at 1:30 p.m. To avoid temperature-related impairment of workability due to dry subbase aggregates absorbing water from the concrete mix and undesirable cracking from accelerated rates of moisture loss, the contractor sprayed water on the subbase from a sprinkler truck before placing the concrete. Workers completed both CRCP sections at about 6:30 p.m., when the ambient temperature was about 29 oC (85 oF).
At about midlength of both CRCP sections, the researchers installed thermocouples and strain gages to investigate the first 3-day behaviors of each CRCP in terms of concrete temperature, concrete strain, and reinforcement strain. To set up a reference point and measure the strains in the longitudinal direction, the researchers created an artificial known transverse crack location. The WVU researchers placed a crack-inducer across each CRCP lane at a location where a set of thermocouples and strain gages was installed. The researchers attached an inverse T-shaped plastic crack-inducer on the subbase surface.
The researchers attached a total of 10 general-purpose resistance strain gages to the reinforcements for measuring the longitudinal reinforcement strains in the steel- and GFRP-CRCP sections. The strain gages were self-temperature-compensated with respect to steel or GFRP rebar materials, so that the undesirable thermal outputs resulting from the mismatch in thermal expansion between the strain gage and the rebar material could be minimized. In each section, to avoid potential loss of field data because of gage malfunction, the researchers installed three reinforcement strain gages at the induced transverse crack location where the maximum reinforcement stress developed. The researchers also installed two gages at 25 centimeters (10 inches) and 0.9 meter (3 feet) longitudinally from the induced transverse crack location.
To protect the wires from the paving machine track, the researchers gathered them into an electrical conduit and embedded the conduit in a trench dug into the subbase. The conduit led the wires into electrical enclosures connecting to a data acquisition station. The thermocouple wires from two additional locations near the main data acquisition station in the GFRP section also were gathered into small electrical enclosures, which were embedded in the shoulder subbase. When the wire connectors were not in use, the researchers kept them inside the enclosures.
The researchers conducted visual surveys for transverse crack spacing and width over the first 3 days and then 1 month after the concrete placement. The team monitored a 122-meter (400-foot) midsection length and a 55-meter (180-foot) end-section (joint-section) in each CRCP section. They classified all cracks within the survey areas according to the location and date of their occurrence. 2ff7e9595c
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