2015-12-11_PERMIT FILE - C1981008 (4)

Home Browse Search

I Emergency Spillway Profile 8 00 \ A Transport Section \, Emergency Spillway Cross Section ' Control Section Control Section --- Transport Section - - _ a H = 0.71 ' H = 0.61 ' I Y H - 0.71 Control Section El. 5678.0 S = 0.00 ft ` 20' - 20' El. 5678.0 \ �1 Emergency Spillway Hydraulics N Emergency Spillway Hydraulics Transport Section 1 O Control Section 7 \ Q = CLH 312 Q= 1.A9 AR213S 112 1 Q,m„= 31.2 cis Q. = 31.2 cis A = 12.94 cfs C =2.63 Scale 1" = 10' n = 0.030 WP = 22.78 It L =20 ft S = 0.005 ft/ft R = 0.41 it H = 0.71 ft Z =2H:lV V =2.41 fps b =20ft Yn = 0.61it Required control section freeboard is 0.3 feet. Note:Embankment and emergency spillway slopes will / Available freeboard is 2.3 feet. be protected from erosion by planting with grass mixture. 6 5690 5690 If 5685 A A 5685 5680 -- -- -- - -_ 5680 S 5675 5675 / -_ _._ Existing Topo I - Bedrock 5670 - -- -- - - - -- 5670 Dam/Pond r I 5665 5665 Hor. Scale V=50' \ o 0 i 8 8 0 Q) Vert. Scale 1 -10 4 00 5690 5690 5685 5685 5680 = 5680 3 00 �� i > \ 5675 -- -- S 5675 5670 5670 I , '5705 \ 5665 5665 i S>S ll o o \, O O + N t + 2 00 �� 1 d` Q Q 9 1 ` S v ° LOO \ II Typical Ditch C4A Cross-Section Typical Ditch Pond 018 East Cross-Section Excavate Chann he 6- --5676 s]O H = 0.40' H = 0.23' See Note 5674 8'minimum 8'minimum 1 Channel Hydraulics Channel Hydraulics Q.= 7.05 cis Q.=2.67 cis \ 66 °� / .0th 9 f 8 ft s = 0.05 ftfft min. w \ H = 0.40 ft Scale 1" = 10' H in. width ft 8 it - V = 1.91 ft/sec. v = 1.40 ft/sec. Culvert Installed Note 7 Both ditches have been designed as trapezoidal channels with a minimum 8 foot bottom width and a maximum width of 20 feet with typical 3H:1V side slopes. For the Ditch C4A, the 3H:1V side slopes have been selected as typical. Somewhere below Station 5 + 00, \ M this ditch is expected to encounter bedrock at its invert. Rather than excavating in rock, the ditch will be formed by keeping the invert on O� existing natural grade and adding a low(2 foot high)earth berm on the right(west) bank to form the channel. The berm will be constructed �C1L ti p i at 3H:1V side slope. See text for other ditch construction details for both ditches. /� Minimum freeboard for all ditch sections is 0.3 feet. To achieve this, at a minimum, all portions of Ditch C4A and Ditch Pond 018 East shall \ - 1 Sol be constructed to be capable of conducting flows of at least 1.0 foot of depth. ti Jh 24"CMP Culvert Installed �_. Area- Capacity ci Table See Note 5 /- Elevation Area Area Ave Area Incre. Cum (feet) (ft sq) (acres) (acres) (ac-ft) (ac-ft) N 5669.0 2306 0.05 0.00 -, 0.09 0.09 5670.0 5670 0. 13 0.09 5671.0 11114 0.26 0. 19 0. 19 0.28 W E 0.29 0.29 5672.0 14044 0.32 0.35 0.35 0.57 RECEI ED \ 5673.0 16518 0.38 0.92 CC - _ 0.41 0.41 DEC 0 3&5 5674.0 19016 0.44 1.33 DM wrrMIN of RecLAMnTlort u�crwo srFEry 0.47 0.47 50' 0' 50' 100' 5675.0 21765 0.50 0.53 0.53 180 Legend Pond 018 Plan View 1'l = 50' 5676.0 24419 0.56 2.33 Topo: Current Topo outside of construction limits, 0.59 0.59 Permit Boundary with planned final topograph within pond area 5677.0 27279 0.63 2.92 Profile Construction Notes: 0.66 0.66 Completed Pond Contour 5678.0 30302 0.70 3.58 ------- Ditch Existing 1. Site Preparation: This site has a very limited amount of fill placement, as the impoundment is largely subgrade. Ditch Proposed Prior to placing fill, the area should be stripped of organic topsoil or other deleterious materials. Approved 12/11/2015 Construction Boundary 2. Acceptable Fill Materials: TR-69 Road Suitable fill materials can be obtained from pond excavations or from nearby borrow sources. Suitable materials include native clay soils, clayey sand soils, and bedrock materials which are broken down to these soil types (SC, CC, CL and CH). Bedrock materials should be ENGINEERS CERTIFICATION processed to produce a soil like material with maximum particle size of 6 inches. The materials used as embankment fill should have at least 25 percent fines (material finer than No. 200 sieve). The field engineer may approve the use of other materials following appropriate I, Thomas C. Peterson, hereby certify that this Plan View location: SE 114 Section 6 T46N R15W laboratory testing. map has been reviewed by me and is true ( )-28, page 83 Attachment 2.05.3 e a and correct to the best of my knowledge and Page 3. Unacceptable Fill Materials: information, relying on information supplied Materials not considered suitable for use as embankment fill include cleaner sand and gravel. Also unacceptable are highly carbonaceous materials obtained from bedrock excavations or well-cemented sandstones which do not break down to soil like material. Highly organic soils or by experts employed by New Horizons Mine and Pond 018 Plan View and materials containing construction debris are also not acceptable. Frozen soil is not acceptable. that I am a Professional Engineer licensed in Colorado as required by the provisions of C.R.S. 12-25-101 Design Details 4. Fill Placement and Compaction: through C.R.S. 12-25-119. IN WITNESS WHEREOF p ( ) p p p p p dry density( ) I have hereunder set my hand and affixed my seal. Embankment fill should be laced in thin horizontal lifts 8 to 12 inches loose thickness). The fill should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard roctor maximum d densi ASTM D 698 . The SCALE., As Nested placing and spreading of fill materials should be started at the lowest point of the embankment. Fill placement and compaction should be observed and tested by qualified engineering firm. ORIGINAL DATE: 5/15/2015 Ah DWG,BY ESIITCP APPROVED BY Frank 5. As directed by field engineer, 24 inch culvert will be installed under the road at this location to route upstream drainage and irrigation runoff into southward Calamity Draw. %`��i O � biZZ��' yo� ��s� FILENAME: 6. Following construction of Pond 018, upstream drainage from the C4 ditch shall be routed southward into Calamity Draw by cutting a 12 foot wide trapezoidal channel in this are as directed by the field engineer. �`�� P ••••'•• CF �1. DWG NO. Map 3 O�e••' C• PEr•y tP I PeNeeil t N�zonW C-1981e06 7. As directed by field engineer, a culvert (18 inch min,) will be installed under the road at this location and shall extend down the interior pond slope. 3 It P.O Ba 628,Nucla,CO.81424 ' 32257 rr/Z,S�js�� 8. Pond capacity is an estimate based on bedrock conditions. These conditions may result in final capacity of the pond to vary by 0.5 acre-feet from that shown in the capacity table. No, REVISION DATE BY CHK �'o �� •• 69 New design for Pond 018 9128115 TCP FKF 9. Earthwork Volumes Within Construction Limits are as follows: ��if� y� Cut volume within Pond 018 interior: 9,100 C.Y. THOMAS C PETERSON 69 Added Freeboard and spillway notes. 11/25/15 TOP FKF Fill volume within Pond 018 interior. 6,700 C.Y. P E No 72F Pond 018 Map 3 112415.dwg