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LONGITUDINAL PEAKED STONE TOE PROTECTION {LPSTP}

LONGITUDINAL PEAKED STONE TOE PROTECTION {LPSTP}. SELF-ADJUSTING, SELF-HEALING, BANK STABILIZATION METHODS ARE BEST!!. LONGITUDINAL PEAKED STONE TOE PROTECTION {LPSTP}.

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LONGITUDINAL PEAKED STONE TOE PROTECTION {LPSTP}

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  1. LONGITUDINAL PEAKED STONE TOE PROTECTION {LPSTP}

  2. SELF-ADJUSTING, SELF-HEALING, BANK STABILIZATION METHODS ARE BEST!!

  3. LONGITUDINAL PEAKED STONE TOE PROTECTION {LPSTP} • Description: A continuous stone dike placed longitudinally at, or slightly streamward of, the toe of the eroding bank. Cross-section is triangular. The LPSTP does not necessarily follow the toe exactly, but can be placed to form a "smoothed" alignment through the bend. Smoothed alignment might not be desirable from the environmental or energy dissipation points of view . Amount of stone used (1 ton/ lineal ft, 2 tons/ft, etc.) depends on depth of scour at the toe, estimated stream forces (impinging flow) on the bank, & flood durations and stages. • Tie-backs are short dikes connecting the LPSTP to the bank at regular intervals. Tie-backs are usually the same height as the LPSTP or elevated slightly toward the bank end, & are keyed into the bank. If tie-backs are long they should be angled upstream to act as Bendway Weirs.

  4. Longitudinal Peaked Stone Toe Protection 20-30 degrees Flow Inner bank Upstream key Outer bank 20-30 degrees LPSTP (black line) Downstream key Both the upstream & downstream keys should be angled 20 to 30 degrees to high flow. All keys are vegetated & soil choked Tie-backs (blue lines) connect the LPSTP to the key. The key, sometimes called the key root or keyway, is dug into the bank. Mid-project keys (red lines) are perpendicular to high flow & connect the tie-back to the bank Key designs for continuous bank protection

  5. Longitudinal Peaked Stone Toe Protection (LPSTP) As-built After a couple of high flow events stream has scoured at the toe & stone has self-adjusted Sediment can deposit landward of the LPSTP

  6. Johnson Creek, MS. Pre-project, rapidly eroding near-vertical bank {rural, sand bed, slope < 1%, pool-riffle-pool, meandering, incised} Mini case study: 1 of 3

  7. Johnson Creek, MS. As-built protection consists of Longitudinal Peaked Stone Toe protection (LPSTP) applied at 1 ton/ lineal ft (3 ft tall) Mini case study: 2 of 3

  8. Johnson Creek-LPSTP one year later (note volunteer willow growth) Mini case study: 3 of 3

  9. Functions of Longitudinal Peaked Stone Toe Protection • Resists the erosive flow of the stream, only stabilizes the toe, does not protect mid and upper bank areas. • "Smoothed" longitudinal alignment results in improved flow near toe. • Success depends on ability of stone to launch into scour hole. • Bank grading is not always needed (existing vegetation not disturbed). • Weight of stone (loading of toe) might resist some shallow-fault geotechnical bank failures. • Captures alluvium & upslope failed material on bank side of structure. • Good where outer bank alignment makes abrupt changes, where the bank must be built back out into the stream (realignment of channel, or construction of a backfilled vegetative bench or terrace for habitat improvement and/or velocity attenuation), where a minimal continuous bank protection is needed, or where a “false bankline” is needed. • Works well in combination with other methods (Bendway Weirs, vanes, bioengineering within the stone {joint planting, Bent willow poles} or immediately behind stone {Live Siltation, Living Dikes}, & veg in mid/upper bank areas {brush layering, Slit Brush Layering, rooted stock or container plants}.

  10. Longitudinal Peaked Stone Toe Protection {installed 1977, picture taken Sept 2003} at Batapan Bogue, Grenada, MS. LPSTP has launched as intended (note steep angle of repose), armored the scour hole as expected, & mature vegetation is assisting with overall bank stability

  11. CASE STUDY- Hickahala Creek Pipeline Protection Project at milepost 347.64Tate County, Senatobia, MSConstructed Sept. 2003Longitudinal Peaked Stone Toe Protection {LFSTP} with upper bank paving

  12. LPSTP BUILT FROM SELF-ADJUSTING, SELF-FILTERING STONE, EXCESSIVE SCOUR SHOWN As-built cross-section, note angle of repose 1:1.5 to 1:1.25 Reduced height of protection Undercut & launched, original height of protection is reduced Undercut angle of repose is steeper than original

  13. Looking US at the entire stream trying to flow underneath the exposed pipeline, the first bend downstream of a long straight stretch is hard to repair, the water does not want to turn!!! This stream put sediment 1,000 ft in a straight line out into the farmer’s field & scoured the field.

  14. Area of interest. Flow attack angle

  15. LPSTP 5 ton/ft toe LPSTP & bank paving totaled 8 tons/ft on this bank! Bank Paving September-26-2003

  16. Hickahalla Creek, Senatobia, MS. Constructed Sept 2003. Looking US at impinging flow impact zone. Note steep angle where LPSTP was undercut & launched (self-adjusted). Several years later this bank is still stable & vegetated April 2006

  17. Note steep angle where LPSTP was undercut and launched (self-adjusted) Original angle of repose Launched angle of repose

  18. 4 years after construction, very stable, veg growing well LOOKING US, JULY 2004 March 2007

  19. 7 years later, bank steep near water but very stable, Veg growing well on 2 ft of deposition on stone, rock has not launched since high flows hit shortly after construction April 19, 2011

  20. 3 MINI LPSTP CASE STUDIES

  21. Over-launching of LPSTP due to excessive scour, S. Fork Tillatoba Creek, installed 1972, photographed 1998

  22. Pix by Wayne Kinney Minimal LPSTP Brushy Creek, IL. Looking DS. About 0.75 ton/ft of self-adjusting stone, which is about the minimum that can be used. Note that contractor worked from top bank & really beat up a lot of the good upper bank vegetation.

  23. Transitioning from LPSTP to full bank paving Looking DS on Harland Cr. Tchula, MS, very smooth transition in the downstream direction from one ton/ft LPSTP to full bank paving (tree area)

  24. COMBINATIONS OF RESISTIVE & REDIRECTIVE METHODS:CASE STUDY- Duck Creek East of Eastern Avenue, Davenport, Iowa (View the construction video)Constructed June-July. 2008Longitudinal Peaked Stone Toe Protection {LFSTP} with interspaced Short Bendway Weirs & Locked Logs

  25. Inner bank 20-30 degrees Flow Outer bank Upstream key Locked Logs 20-30 degrees Downstream key Bendway Weirs at intervals, keyed into the LPSTP. Designed to act as a system to realign the thalweg & reduce velocities near the LPSTP LPSTP with Bendway Weirs & Locked Logs modified from: www.E-SenSS.com

  26. FROM DOWNSTREAM LOOKING UPSTREAM AT THE THALWEG ALIGNMENT

  27. Looking US @ thalweg realigned by Bendway Weirs & Locked Logs CONSTRUCTION-DUCK CR. E. OF EASTERN AVE. PIX BY DERRICK 7-1-2008

  28. Same pix as previous, but with thalwegs delineated. Old thalweg alignment new thalweg alignment CONSTRUCTION-DUCK CR. E. OF EASTERN AVE. PIX BY DERRICK 7-1-2008

  29. From DS looking US @ thalweg trace. CONSTRUCTION-DUCK CR. E. OF EASTERN AVE. PIX BY DERRICK 7-1-2008

  30. 3 YEARS AFTER PROJECT COMPLETIONLooking US to DS Photos: Brian StinemanSEPTEMBER 2011

  31. 3 YEARS LATER-From DS bend looking US. All stable & fully functional. Great diversity & complexity of vegetation. 3 YEARS LATER-DUCK CR-BRIAN STINEMAN 9-2011

  32. 3 YEARS LATER-Looking US in the bite of the bend @ Bendway Weirs & Locked Logs providing hyd. roughness & habitat 3 YEARS LATER-DUCK CR-BRIAN STINEMAN 9-2011

  33. 3 YEARS LATER-Looking DS @ a well vegetated bank & overbank riparian corridor. All stable. Bendway Weirs & Locked Logs providing complexity in the channel , 3 YEARS LATER-DUCK CR-BRIAN STINEMAN 9-2011

  34. Design Rules-of-Thumb for LPSTP(developed from experience in Mississippi on incised, relatively flat-sloped, sand bed streams) • Dr. Dave Biedenharn recommends that if you have never used LPSTP in your area, get a designer with LPSTP experience to design your first project! • If there is the opportunity to build a demonstration project do so. Either test different heights of LPSTP in a number of similar bends, or for testing in a single bend start at the upstream end with a reasonably tall 50 ft long section of LPSTP (take the amount of stone calculated from consideration #2 and add 4 ft to the height). Continue in the downstream direction reducing height in 1 ft increments until an unusually small amount of stone is used (3 ft below low-flow water surface elevation for example, or below the vegetation line if one exists). After a reasonable time and at least two flood or long-duration high-flow events the sections that failed will provide some guidance for the minimum effective crest height • At this time, no specific design criteria exists that relates the crest elevation of LPSTP to the channel forming discharge, effective discharge, or dominant discharge. • One ton of LPSTP/per lineal ft is approx. 3 ft tall (using limestone@110lbs/cu ft) • Two tons/per lineal ft is approx. 5 ft tall (height calculations from Vicksburg Dist.) • Three tons of LPSTP/per lineal ft is approx. 6 ft tall 7.5 tons is 9.5 ft tall • Four tons of LPSTP/per lineal ft is approx. 7 ft tall 10 tons is 11 ft tall • Six tons of LPSTP/per lineal ft is approx. 8.5 ft tall 14 tons is 13 ft tall Pg 1 of 3

  35. Design Rules-of-Thumb for LPSTP(continued) Maximum stone size and correct gradation can be generated using any of many available riprap sizing design programs (“ChanlPro”, WEST Consultants “RIPRAP”, etc.) * Consideration #1: The minimum amount of stone that would have a launchable component to any degree, would be ½ to ¾ of a ton of stone per ft. The ½ ton/ft amount would provide a triangular section of stone approximately 2 ft tall. * Consideration #2: Maximum scour depth in the bend should be numerically calculated, or estimated from field investigations (depths might be underestimated due to in-filling of scour holes during the falling side of the high-water hydrograph). Typically 1 ton of stone will protect against every 3 ft of scour. Amount of stone required to amour the estimated maximum scour depth should be calculated, and a factor of safety added. ** If scour is greater than 3 ft (as calculated in Consideration #2) then a Longitudinal Fill Stone Toe Protection (LFSTP) should be considered. Pg 2 of 3

  36. Design Rules-of-Thumb for LPSTP(continued) *Consideration #3: If there is a vegetation line, the mature well-established section of the veg line should be analyzed, and if Considerations #1 and 2 are met, then the veg. line elevation would be the absolute minimum crest elevation. But, since plants immediately above the vegetation line are typically not very robust, and there is no factor of safety included, this minimum crest height should be increased at least 2 to 4 ft or more, dependant on situation. • Consideration #4: The height of the bend’s opposite bank pointbar bench should be analyzed. If the point bar bench height is taller than the crest of the designed LPSTP, then consideration should be addressed as to whether the LPSTP height should be raised to a height equal to, or taller than, the pointbar bench elevation. • Scour estimation and various methods of positioning launchable stone are discussed in CORPS Engineering Manual “EM-1601, Chapter 3” Pg 3 of 3

  37. LONGITUDINAL FILL STONE TOE PROTECTION {LFSTP}Same as LPSTP but the crest has a width!!

  38. Longitudinal Fill Stone Toe Protection {LFSTP} (also called a “Weighted Toe” or a “Reinforced Revetment”) • Description -Longitudinal Fill Stone Toe Protection (LFSTP) is similar to LPSTP, except that instead of coming to a peak, the crest has a specified width. Therefore, LFSTP has a trapezoidal cross-section as compared to the triangular cross-section of LPSTP. • Advantages - Same as LPSTP. In addition, in areas of deep scour LFSTP provides sufficient rock to self-adjust (launch) into the scour hole while still maintaining its original crest height. • Design considerations - The maximum scour depth should be calculated. The volume of stone required to launch into and armor the scour hole (with an appropriate margin-of-safety incorporated into the design) should be calculated. Based on these calculations, the crest width (volume of launchable stone needed from the LFSTP) can then be back-calculated.

  39. Typical colluvium & alluvium deposition (note swale, good for wetland plants but can drown young planted willow) LFSTP is similar to LPSTP but it has a crest width! Longitudinal Fill Stone Toe Protection (LFSTP)

  40. Longitudinal Fill Stone Toe Protection (LFSTP) Original height of protection still maintained after stone has launched into deep scour hole

  41. COMBINATIONS OF RESISTIVE, REDIRECTIVE, & BIOENGINEERING METHODS:CASE STUDY- Cattaraugus Creek @ Savage Road, Sardinia, New YorkConstructed October 2004A FALSE BANKLINE USING “DUG-IN” LFSTP WITH LIVE SILTATION, A VEGETATED FLOODPLAIN BENCH & BENDWAY WEIRS

  42. LFSTP False Bankline & Created Floodplain Bench Living Dikes Slit-trench plantings Pole plantings Live Siltation Original bankline Backfill LFSTP On gravel-cobble streams the LFSTP can be dug below stream invert, hard to do in sand

  43. LIVE SILTATION BEHIND & OVER THE TOP OF THE LONGITUDINAL FILL STONE TOE PROTECTION (LFSTP)

  44. The secret to success with willows is to get the basal ends down into the water, or the vadose zone. Looking US. Live Siltation willows are behind & over the top of the LFSTP.

  45. Looking US at Live Siltation behind LFSTP, placing fine-grained material from DS end of opposite bank point bar (growing medium for Live Siltation).

  46. Looking US at completed project with all LPSTP with Live Siltation, Rock Vane, Bendway Weirs and the floodplain bench in place

  47. Jumping a year ahead, looking US at the same floodplain bench, note good veg growth. Aug 29, 2005

  48. Looking DS at Live Siltation, it will provide shade quickly over water and LFSTP.

  49. Looking DS at Live Siltation behind LFSTP, Catt Creek at Savage Road.

  50. Live Siltation Aug 29, 2005, end of first growing season after installation. Note 2 Bendway Weirs

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