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1 $ rtr)
<br /> Emergency Spillway Profile
<br /> Transport Section
<br /> Emergency Spillway Cross Section
<br /> Control Section Control Section J-- Transport Section
<br /> 1 H _- 0.,58' H = 0.58' H = 0.27'
<br /> 1
<br /> 3 e 3 ' Control Section El. 5678.0 Q100.24
<br /> S = 0.04 ft/ft
<br /> 201 --g-- 20' - El. 5678.0
<br /> 1 1 00
<br /> 1
<br /> Emergency Spillway Hydraulics
<br /> N Emergency Spillway Hydraulics Transport Section
<br /> 1 O Control Section
<br /> Q = CLH Q = AR2/3S'I2_
<br /> Q,,..= 22.8 cfs Q. =22.8 cfs A 5.62 sq. ft.
<br /> C = 2.63 Scale 1" - 10' n = 0.030 WP =21.71 ft
<br /> .. S = 0.04 Rift R =0.25$8 ft
<br /> L = 20ft H 0.58 ft
<br /> Z = 3H:1 V V =4.03 fps
<br /> 1 =
<br /> b = 20 ft Yn = 0.27 ft
<br /> Note;Embankment and emergency spillway slopes,will
<br /> Required control section freeboard is 0.3 feet. be protected from erosion b planting with grass mixture.
<br /> 6 Available freeboard is in excess of 2 feet. p y p g 9 00
<br /> 5690 5690
<br /> Existing Topo
<br /> A A 5 568
<br /> 5685 _ Bedrock
<br /> s Dam/Pond
<br /> i
<br /> 5680 5680
<br /> ...... . .....
<br /> 5675 ! 5675
<br /> Hor. Scale 1"=50'
<br /> R Vert. Scale 1"=10'
<br /> _ 5670
<br /> 5670
<br /> ' I L4 t'Lt � I '', �ta+c•nevr.wiw..-.t-. v.y»w. i.
<br /> 5665
<br /> 5665
<br /> ........ . ...
<br /> 4 00
<br /> + r+.. N M
<br /> 5690
<br /> 5690
<br /> it'd 5685
<br /> 5685LO
<br /> I
<br /> 5680
<br /> 5680
<br /> 1
<br /> I i
<br /> 7
<br /> 56 5
<br /> 3 00 5675
<br /> S �t
<br /> goo 5670
<br /> -� 5670 -
<br /> cS\
<br /> 1 5665
<br /> 5665 -
<br /> s g g 8 8
<br /> 7 N c) '�
<br /> 1
<br /> 2 00 ,E 5685
<br /> S 5685
<br /> 1 Profile flown Embankment Centerline
<br /> 1 C4 C
<br /> 5
<br /> 1
<br /> 680
<br /> 5680 -
<br /> i
<br /> i 5675
<br /> 5675
<br /> 1
<br /> 5670
<br /> 5670 _
<br /> 1+00
<br /> 0 2+00 3+00 4+00 5+00
<br /> 0 0+00
<br /> V _.... C
<br /> a
<br /> -■ i
<br /> - s
<br /> �02
<br /> oA O
<br /> t
<br /> is Typical Ditch C4A Cross-Section Typical Ditch Pond 018 East Cross-Section
<br /> Excavate Channel here -- �-
<br /> Q
<br /> .. 5s�
<br /> � 5674 � H = 0.40` � �- H = 0.24'
<br /> See Note 6 ,
<br /> 3
<br /> w SETg s
<br /> 5672
<br /> 8`minimum 8'minimum
<br /> Channel Hydraulics Channel Hydraulics
<br /> �9 Q,o..= 7.21 cfs Q,o.z<= 3.16 cfs
<br /> `+ Is = 0,029 ft/ft Is = 0.05 ft/ft
<br /> min. width = 8 ft min. width = 8 ft
<br /> H = 0.40 ft Scale 1" = 10' H = 0.24 ft
<br /> v = 1.93 ft/sec. v = 1.49 ft/sec.
<br /> CMP Culvert Installed(C176)
<br /> See text for construction details for both ditches.
<br /> See Note 7
<br /> 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
<br /> be constructed to be capable of conducting flows of at least 1.0 foot of depth.
<br /> _ 3 '"d S
<br /> 0 6L
<br /> O�
<br /> Cross Section of Culvert Installation
<br /> 5690 5690 Existing Topo
<br /> - p
<br /> L .6 5685 . Row
<br /> 22�� 5685 -- Completed Pond
<br /> T! LQO Ro Degree,
<br /> ton Existing Road g p
<br /> 5680
<br /> Corrugated Meta!Pipe, 18"
<br /> 5680
<br /> . sop 5675
<br /> 5675 l vert Elev.
<br /> ev. 5678.0 Hor. Scale 1"=20'
<br /> ,x ��`''�, 5670 5670
<br /> 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 Vert. Scale 9"=20
<br /> 24"CMP Culvert Installed(C175)
<br /> See Note 5
<br /> IJ
<br /> ,�(Zw
<br /> M1
<br /> ,E aN®M1(� Legend
<br /> t
<br /> Permit Boundary
<br /> Profile
<br /> 50' 0' 50' 100' -- --...
<br /> Pond
<br /> Completed Pond Contour
<br /> � � 8 Plan View
<br /> -------- Ditch Existing
<br /> Construction Notes: V = 50'
<br /> Topo: Current Topo outside of construction limits, Ditch Proposed
<br /> 1. Site Preparation: with planned final topograph within pond area E
<br /> Construction Boundary
<br /> This site has a very limited amount of fill placement, as the impoundment is largely subgrade.
<br /> Prior to placing fill, the area will be be stripped of organic topsoil or other deleterious materials.
<br /> Road
<br /> 2. Acceptable Fill Materials:
<br /> from and 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, GC, CL and CH). Bedrock materials will be
<br /> fill materials can be obtained o Y Table Suitablep Area- Capacity
<br /> TR-7
<br /> processed to produce a soil like material with maximum particle size of 6 inches. The field engineer may approve the use of other materials.
<br /> Elevation Area Area Ave Area lucre. Cum Approved 6/8/2016
<br /> (feet) (ft sq) (acres) (acres) (ac-ft) (ac-ft)
<br /> 3. unacceptable Fill Materials:
<br /> i Is obtained from bedrock excavations or well-cemented sandstones which do not break down to soil like material. Highly organic soils or 5669.0 1963 0.05 0.00
<br /> Materials not considered suitable for use as embankment fill include cleaner sand and gravel. Also unacceptable are highly carbonaceous matey a o
<br /> 0. 11 0.11 Plan View location. SE 1/4 Section 6 T46N R15
<br /> materials containing construction debris are also not acceptable. Frozen soil is not acceptable. ENGINEERS CERTIFICATION
<br /> i, Thomas C. Peterson, hereby certify that this 5670.0 7248 0. 17 0. 11 Page Attachment 2.05.3(3)-28, page 7
<br /> 4. Fill Placement and Compaction:
<br /> . The fill will be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard proctor maximum dry density(ASTM D 698). The map has been reviewed by me and is true 0.20 0.
<br /> 20
<br /> Embankment fill will be placed in thin horizontal lifts (8 to 12 inches loose thickness) and correct to the best of my knowledge and
<br /> qualified engineering firm. information supplied 5671.0 ?0?97 0.23 0 31 Pond 0 18 PlanView an
<br /> placing and spreading of fill materials will be started at the lowest point of the embankment. Fill placement and compaction will be observed and tested by q g g information, relying on informato
<br /> by experts employed by New Horizons Mine and 0.27 0.27 Design Details
<br /> 5. A 24 inch culvert (C 175) has been installed under the road at this location to route upstream drainage and irrigation runoff southward into Calamity Draw. that!am a Professional Engineer licensed in Colorado as
<br /> required by the prov{s{ons of C.R.S. 12-25-101 5672.0 13398 0.31 0.58
<br /> t d southward into Calamity Draw b cutting a 12 foot wide trapezoidal channel in this are as directed by the field engineer. through C.R.S. 12-25-119. IN WITNESS WHEREOF SCALE: as Noted
<br /> si
<br /> 6. Followingconstruction of Pond 018, upstream drainage from the C4 ditch will be roue ty y g 0.34 0.34 pffi1G1NAL DATE:���i�o,s
<br /> I have hereunder set my hand and affixed my seal.
<br /> 5673.0 15978 0.37 0.91 DWG.BY: EsurcP
<br /> an 18 inch minimum diameter culvert (Cl6 will be installed under the road at this location and will extend down the interior pond slope. APPROVED BY: Frank
<br /> 7. As directed by the field engineer, ( ) 0.40
<br /> .... z
<br /> 0,40 �'40 Zc��ri�`�W F1L�'NAME:
<br /> i of the and to vary b 0 5 acre-feet from that shown in the capacity table. 5674.0 18544 0.43 1.31 "ORizo,"
<br /> 8. Pond capacity is an estimate based on bedrock conditions, These conditions may result in final capacity p ry y
<br /> DWG NO.
<br /> Map2
<br /> 'allult,1jl1� 0 46 0 46 New Horizon Mine
<br /> a L �F i���, 21361 0.49 1.77 P,0 BoPermit
<br /> 628,N cla,CO,8 424
<br /> 0'PFr',�ti�p .� 5675.0
<br /> S O ° p 0.52 0.52 No. REVISION DATE BY CHF
<br /> 32257 24085 0.55 2.29
<br /> 5676 0 TR-
<br /> :, ��Z.11`0, New design for Pond 018 9/28/15 TCP FKf
<br /> 0.59 0.59 69
<br /> _eA /o ��� 5677.0 27487 0.63 2.88 69 Added Freeboard and spillway notes. 11125115 TCP FKf
<br /> / �Ir 0,67 0.67
<br /> TH MAS PETER SON TR_ Revised embankment,pond capacity,and 04/21/16 TCP FKf
<br /> P.E. S 32257 5678.0 30628 0.70 3.55 72 profiles, and spillway details.
<br /> Pond 018 Map 2 0416.dwg
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