2012-02-12_REVISION - M2005050 - Laserfiche WebLink

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UPPER BASIN - REQUIRED VOLUME AREA(AC) DEPTH(IN- TR -55) VOLUME(CU -FT) 0.729 0.826 2,187 RIPRAP SPECIFICATION - 1. Riprap is to be well cemented sandstone or conglomerate with a minimum Specific Gravity of 2.24 (139 pcf). ALTERNATE RIPRAP FILTER - 4 INCH LAYER OF GRAVEL WITH A MAX DIA OF 2 INCH A D50 OF NO.4 AND A MIN. OF NO. 100. 3 J 0 1 5.0 2 UPPER POND 1• -20' UPPER POND SPILLWAY RIPRAP DESIGN JBIRD MINE TECHNICAL REVISION 100- YR /24HR PEAK DESIGN FLOW - 1.84 CFS Height of flow (Broad Crested Weir) - H= (Q /CL)^2 /3 For C = 2.84, Q = 1.84 cfs, L = 48 in H = 3.57 in, Spillway Elevation ® 6695.25, Crest @ 6697.0 RIPRAP DESIGN - FROM PAP -0790 - SIMPLIFIED DESIGN GUIDELINES FOR RIPRAP SUBJECTED TO OVERTOPPING FLOW (BuRec, CSU) D50 Cu"1 /4= 0.55(gf^0.52 /S^3 /4)(sin a /(Gs cos a- 1)(cos a tan phi -sin a))^1.11 D50= (0.55(gf^0.52 /S^3 /4)(sin a /(Gc cos a- 1)(cos a tan phi -sin a))^1.11)/Cu^1 /4 6. Stones selected for riprap will produce a 'ring' when struck by a hammer, break with difficulty, and have a dense appearance. 3in LAYER - 1 -1 /2in D50 RIPRAP CREST - 10YR WSEL - 8897 5P 0 8895.25 T Qypj WASTE--,,,, , MIRAFI 1120 OR 116ON OR EQUIVALENT UPPER POND SECTION THRU SPILLWAY 19 - $r FOR UPPER POND - D50 = median stone size (m) Cu = coefficient of uniformity = 1.95, of = unit discharge (m3 /m /s) = 0.043 S = embankment slope (unitless) = 0.333, a = embankment slope (degrees) = 18.43 Gs = specific gravity of riprap = 2.24, phi = angle of repose of the riprap = 42 D50 = 0.100M or 3.94in For interstitial flow, Vi (flow velocity) = (gD50)^0.5 *2.48s^0.58 *CUB -2.22 where s = slope in ft per ft = 0.333 Vi = ( 32. 16x( 4/ 12)) ^0.5x(2.48x(0.333)^0.58)x(1.95""-2.22) = 0.975 fps Average velocity is the interstitial velocity multiplied by the porosity (Np) of the riprap - Vav = Vi x Np. for Np = 0.45, Vav = 0.975x0.45 = 0.44 fps. Depth of flow is the flow quantity divided by the average velocity - Y = Q /Vav, Y = (7.24/8ft.)/0.44fps = 1.05 ft. or 12.5 in., using an integer multiple of D50 for thickness gives 4xD50 for 16 inches of 4 in. D50 riprap. Due to lower SG of sandstone (140 pcf - SG = 2.24) and to provide a safety factor use a riprap with a D50 of 6 in. Vi = ( 32. 16x (6/12))^0.5x(2.48x(0.333)^0.58) x(1.95" -2.22) = 1.19 fps Vav = 1.19x0.45 = 0.54 fps. Y = (7.24cfs /8ft) /0.54fps = 0.86 ft or 10.3 in, using an integer multiple of D50 for thickness gives 2xD50 for 12 inches of 6 in D50 riprap. RECEIVED FEB 13 2012 GRAND JL;NC I ►tXv T iclU OFFICE DIVISION OF RECLAMATION MINING & SAFETY LEGEND - BASIN BOUNDARY BERM DIVERSION SWALE DITCH SILT FENCE v RIPRAP RIMROCK EXPLORATION & DEVELOPMENT JBIRD MINE PERMIT 2005 -050 TECHNICAL REVISION 02 RGvlc =n nPAIKIAn1M - i moms DnAln n=TAII C DATE: 10/25/11 JAMES C. PIERCE, JR. DRAWN BY: JCP, JR P.O. BOX 100 NUCLA, COLORADO 81424 SHEET 2 OF 3 (970) 864 -7455 2. Riprap will be free of shale or shale inclusions or visible ELEVATION AREA CUMULATIVE fractures. 00 10YR WSEL - VOLUME (CONIC) 3. Maximum riprap stone size will be 2 x D50. 8895.25 6695.25 1648.8 2321.3 4. For riprap embankment protection the porosity of the layer will 6695.0 1527.8 1924.3 be 0.45. p 6694.0 1005.5 666.7 6693.0 378.1 0.0 5. Riprap shall be angular with approximately equal Length, Width, and Depth dimensions - maximum ratio of any dimension to another shall not exceed 3.0. ALTERNATE RIPRAP FILTER - 4 INCH LAYER OF GRAVEL WITH A MAX DIA OF 2 INCH A D50 OF NO.4 AND A MIN. OF NO. 100. 3 J 0 1 5.0 2 UPPER POND 1• -20' UPPER POND SPILLWAY RIPRAP DESIGN JBIRD MINE TECHNICAL REVISION 100- YR /24HR PEAK DESIGN FLOW - 1.84 CFS Height of flow (Broad Crested Weir) - H= (Q /CL)^2 /3 For C = 2.84, Q = 1.84 cfs, L = 48 in H = 3.57 in, Spillway Elevation ® 6695.25, Crest @ 6697.0 RIPRAP DESIGN - FROM PAP -0790 - SIMPLIFIED DESIGN GUIDELINES FOR RIPRAP SUBJECTED TO OVERTOPPING FLOW (BuRec, CSU) D50 Cu"1 /4= 0.55(gf^0.52 /S^3 /4)(sin a /(Gs cos a- 1)(cos a tan phi -sin a))^1.11 D50= (0.55(gf^0.52 /S^3 /4)(sin a /(Gc cos a- 1)(cos a tan phi -sin a))^1.11)/Cu^1 /4 6. Stones selected for riprap will produce a 'ring' when struck by a hammer, break with difficulty, and have a dense appearance. 3in LAYER - 1 -1 /2in D50 RIPRAP CREST - 10YR WSEL - 8897 5P 0 8895.25 T Qypj WASTE--,,,, , MIRAFI 1120 OR 116ON OR EQUIVALENT UPPER POND SECTION THRU SPILLWAY 19 - $r FOR UPPER POND - D50 = median stone size (m) Cu = coefficient of uniformity = 1.95, of = unit discharge (m3 /m /s) = 0.043 S = embankment slope (unitless) = 0.333, a = embankment slope (degrees) = 18.43 Gs = specific gravity of riprap = 2.24, phi = angle of repose of the riprap = 42 D50 = 0.100M or 3.94in For interstitial flow, Vi (flow velocity) = (gD50)^0.5 *2.48s^0.58 *CUB -2.22 where s = slope in ft per ft = 0.333 Vi = ( 32. 16x( 4/ 12)) ^0.5x(2.48x(0.333)^0.58)x(1.95""-2.22) = 0.975 fps Average velocity is the interstitial velocity multiplied by the porosity (Np) of the riprap - Vav = Vi x Np. for Np = 0.45, Vav = 0.975x0.45 = 0.44 fps. Depth of flow is the flow quantity divided by the average velocity - Y = Q /Vav, Y = (7.24/8ft.)/0.44fps = 1.05 ft. or 12.5 in., using an integer multiple of D50 for thickness gives 4xD50 for 16 inches of 4 in. D50 riprap. Due to lower SG of sandstone (140 pcf - SG = 2.24) and to provide a safety factor use a riprap with a D50 of 6 in. Vi = ( 32. 16x (6/12))^0.5x(2.48x(0.333)^0.58) x(1.95" -2.22) = 1.19 fps Vav = 1.19x0.45 = 0.54 fps. Y = (7.24cfs /8ft) /0.54fps = 0.86 ft or 10.3 in, using an integer multiple of D50 for thickness gives 2xD50 for 12 inches of 6 in D50 riprap. RECEIVED FEB 13 2012 GRAND JL;NC I ►tXv T iclU OFFICE DIVISION OF RECLAMATION MINING & SAFETY LEGEND - BASIN BOUNDARY BERM DIVERSION SWALE DITCH SILT FENCE v RIPRAP RIMROCK EXPLORATION & DEVELOPMENT JBIRD MINE PERMIT 2005 -050 TECHNICAL REVISION 02 RGvlc =n nPAIKIAn1M - i moms DnAln n=TAII C DATE: 10/25/11 JAMES C. PIERCE, JR. DRAWN BY: JCP, JR P.O. BOX 100 NUCLA, COLORADO 81424 SHEET 2 OF 3 (970) 864 -7455