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Index testing has been used to estimate the erodibility of different compacted embankment soils. Index tests include Hole Erosion Tests (HET) and Jet Erosion Tests (JET). These tests provide an indication of different circumstances (such as water content at placement, density, soil type) that impact a soil\u2019s erodibility. The results of these tests are often used in risk analyses to help evaluate the likelihood of failure for Reclamation\u2019s embankment dams. Recent large-scale erosion tests were completed and compared to HET and JET results. Results from the large-scale tests indicate water content, density, void ratio, and percent saturation have a significant impact on a soil\u2019s erodibility. Testing on non-plastic silts and high-plasticity clays revealed surprising results. Under various conditions the erosion rate in the clay was found to be similar to the highly erodible non-plastic silts and under other variations the non-plastic silts eroded as slowly as high-plasticity clays. Results from these tests will be used in the evaluation of embankment erodibility.", "itemRecordStatusId":1, "isModeled":false, "hasProfile":false, "disclaimer":"The findings and conclusions of this work are those of the author(s) and do not necessarily represent the views of the Bureau of Reclamation.", "sourceCode":null, "locationSourceCode":null, "externalDataUrl":null, "parameterSourceCode":null, "modelNameSourceCode":null, "temporalStartDate":null, "temporalEndDate":null, "spatialShortDescription":null, "publicationAuthor":"Theodore Howard, Peter Irey", "publicationEditor":null, "publicationPublisher":"Bureau of Reclamation", "publicationPublisherLocation":"Denver, CO, USA", "publicationFirstPublicationDate":"2019-12-01T12:00:00+00:00", "publicationPeriodicalName":null, "publicationSerialNumber":null, "publicationDoi":null, "publicationVolume":null, "publicationIssue":null, "publicationSection":null, "publicationStartPage":null, "publicationEndPage":null, "createDate":"2023-06-05T18:38:58+00:00", "itemType":{ "_id":"RPRT", "definition":"Report", "createDate":"2018-11-28T14:19:59+00:00" }, "matrix":{ "_id":18, "matrix":"N/A", "definition":"Matrix is not applicable to this item", "createDate":"2020-03-26T13:58:55+00:00" }, "spatialGeometry":null, "spatialResolution":null, "spatialTransformation":null, "spatialOpenDataURL":null, "metadataFilePath":null, "binaryFilePath":"https://data.usbr.gov/rise/content-rise-public/rise/catalog-item/binary/Project_id%20=%208284%208284_Final_Report_508.pdf", "updateFrequency":{ "_id":14, "updatefrequency":"not planned", "definition":"there are no plans to update the data", "createDate":"2018-11-14T15:17:58+00:00" }, "updateDate":"2023-10-12T20:29:54+00:00", "verticalDatum":null, "dataStructure":"Uploaded file(s)", "itemStructureId":3, "parameterGroup":null, "parameterId":null, "parameterName":null, "parameterUnit":null, "parameterTimestep":null, "parameterTransformation":null }, "type":"CatalogItem", "relationships":{ "catalogRecord":{ "data":[ { "id":"/rise/api/catalog-record/7963", "type":"CatalogRecord" } ] }, "parameter":{ "data":[] } } }, { "id":"/rise/api/catalog-item/128435", "attributes":{ "_id":128435, "itemTitle":"S&T Project 8284: Cracked Embankment Erosion Test 4 Video File ", "itemDescription":"The title of this test was Cracked Embankment Erosion Test (CEET) 4. This test took place from June 21 to 23, 2016. The material used was Bonny Silt and had a Plasticity Index (PI) of 6, classified as a silty clay (CL-ML), had 89% passing the No. 200 sieve, the maximum unit weight was 98.5 pounds per cubic feet, and a moisture content of 19%, 2% above optimum. The embankment was constructed using a pneumatic tamper to 93% compaction at optimum with approximately 1-inch lifts over a three-week period. The average void ratio was 0.71 and the average degree of saturation was 71.5. The embankment was 10 feet long (upstream to downstream), 1.5 feet wide, and 3 feet tall. The embankment was built using a stair step construction. The steps were removed prior to the test. Stains visible in the cross section of the embankment on the plexiglass were due to soil being in contact with steel. The surface was not scarified prior to testing. The test crack was a 3/8-inch continuous crack both vertically and horizontally. Final photogrammetry revealed 2,354 cubic inches of soil removed in total during the test. 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This test took place on July 19, 2016. The material used was Bonny Silt and had a Plasticity Index (PI) of 6, classified as a silty clay (CL-ML), had 89% passing the No. 200 sieve, the maximum unit weight was 105.2 pounds per cubic feet, and a moisture content of 17%, at optimum. The embankment was constructed using a pneumatic tamper to 101% compaction at optimum with approximately 1-inch lifts over a three-week period. The average void ratio was 0.57 and the average degree of saturation was 80.6. The embankment was 10 feet long (upstream to downstream), 1.5 feet wide, and 3 feet tall. The embankment was built using a stair step construction. The steps were removed prior to the test. White stains appear to be mold or efflorescence, and the actual cause of this is unknown. The surface was not scarified prior to testing. The test crack was a 3/8-inch continuous crack both vertically and horizontally. Erosion is first noticed on the upstream face. The reservoir surface was lowered for the last time 4 hours and 30 minutes after water first entered the crack and the test was completed. 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This test took place on August 18, 2016. The material used was Bonny Silt and had a Plasticity Index (PI) of 6, classified as a silty clay (CL-ML), had 89% passing the No. 200 sieve, the maximum unit weight was 113 pounds per cubic feet, and a moisture content of 13.5%, 3.5% below optimum. The embankment was constructed using a pneumatic tamper to 105% compaction at optimum with approximately 1-inch lifts over a three-week period. The average void ratio was 0.51 and the average degree of saturation was 70.0. The embankment was 10 feet long (upstream to downstream), 1.5 feet wide, and 3 feet tall. The embankment was built using a stair step construction. The steps were removed prior to the test. The surface was not scarified prior to testing. The test crack was a 3/8-inch continuous crack both vertically and horizontally. Photogrammetry #2 revealed 1,740 cubic inches removed. In the final image, the embankment collapsed, and no photogrammetry was conducted. 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This test took place on July 10, 2017. The material used was Highland Clay and had a Plasticity Index (PI) of 27, classified as a lean to fat clay (CH/CL), had 95.4% passing the No. 200 sieve, the maximum unit weight was 108.54 pounds per cubic feet, and a moisture content of 17.05%, 3.6 dry optimum. The embankment was constructed using a pneumatic tamper to 102.1% compaction at optimum with approximately 1-inch lifts over a three-week period. The average void ratio was 0.57 and the average degree of saturation was 81.62. The embankment was 10 feet long (upstream to downstream), 1.5 feet wide, and 3 feet tall. The embankment was built using a stair step construction. The steps were removed prior to the test. The surface was not scarified prior to testing. The test crack was a 3/8-inch continuous crack both vertically and horizontally. 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This test took place from July 31 to August 2, 2017. The material used was Highland Clay and had a Plasticity Index (PI) of 27, classified as a lean to fat clay (CH/CL), had 95.4% passing the No. 200 sieve, the maximum unit weight was 103.4 pounds per cubic feet, and a moisture content of 20.2%, at optimum. The embankment was constructed using a pneumatic tamper to 95.8% compaction at optimum with approximately 1-inch lifts over a three-week period. The average void ratio was 0.67 and the average degree of saturation was 81.9. The embankment was 10 feet long (upstream to downstream), 1.5 feet wide, and 3 feet tall. The embankment was built using a stair step construction. The steps were removed prior to the test. The surface was not scarified prior to testing. The test crack was a 3/8-inch continuous crack both vertically and horizontally. Erosion was observed across the entire system within 10 minutes of water entering the crack. 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This test took place from October 2 to 5, 2017. The material used was Highland Clay and had a Plasticity Index (PI) of 27, classified as a lean to fat clay (CH/CL), had 95.4% passing the No. 200 sieve, the maximum unit weight was 97.7 pounds per cubic feet, and a moisture content of 23.5%, 2.8% wet of optimum. The embankment was constructed using a pneumatic tamper to 90.8% compaction at optimum with approximately 1-inch lifts over a three-week period. The average void ratio was 0.76 and the average degree of saturation was 83.5. The embankment was 10 feet long (upstream to downstream), 1.5 feet wide, and 3 feet tall. The embankment was built using a stair step construction. The steps were removed prior to the test. The surface was not scarified prior to testing. The test crack was a 3/8-inch continuous crack both vertically and horizontally. Approximately halfway through the test, the reservoir level is increased to overtop the embankment long enough for a speed test to be conducted, at which point the reservoir level is decreased to no longer overtop the embankment. 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The Bureau of Reclamation has been collaborating with Brazilian government companies and universities to study flow induced problems encountered at concrete surfaces in spillways and stilling basins by combining concrete materials testing with hydraulic laboratory studies. This report summarizes research efforts made to date and highlights laboratory testing in Brazilian laboratories in 2023 which culminated in a Reclamation site visit to Brazil to witness laboratory testing. The data contained within the report is owned and managed by our Brazilian collaborators. 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To support Reclamation\u2019s efforts to mitigate against hydraulic jacking failures, experimental data from the existing literature were reanalyzed and new experiments were conducted. Analysis of previous work produced new relations between uplift pressure and the dimensionless aspect ratio of offset height and gap width at an open spillway joint. New laboratory testing led to further improvement, with new equations for estimating uplift pressure, flow rate through joints and cracks, and the effects of various methods of remediating existing offsets. The new laboratory tests included measurement of boundary layer velocity profiles approaching a modeled spillway joint. Uplift pressures were normalized to the velocity head near the boundary rather than the mean channel velocity head used by previous investigators. This normalized uplift varies with the joint aspect ratio and the flow depth to offset height ratio. This reduces the uncertainty of predicted uplift pressures by a factor of about 3 compared to previous methods that ignored the boundary layer. The new tests of flow through joints showed that extremely large flow rates are possible. Testing of joints and cracks with irregular geometries led to useful relations for estimating uplift at joints that are chamfered, rounded, skewed, beveled, or otherwise relieved to reduce uplift. 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This reduces the uncertainty of predicted uplift pressures by a factor of about 3 compared to previous methods that ignored the boundary layer. The new tests of flow through joints showed that extremely large flow rates are possible. Testing of joints and cracks with irregular geometries led to useful relations for estimating uplift at joints that are chamfered, rounded, skewed, beveled, or otherwise relieved to reduce uplift. 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