Appendix C_Response_DWR_comments

Piedmont Lithium Carolinas, Inc. I Response to Additional Information Request (dated January 14, 2022)
Appendix C: Response to DWR-WQPS Concerns
PIEDAA'ONT
LITHIUM
C
Appendix C: Response to
DWR-WQPS Concerns

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Piedmont Lithium Carolinas, Inc. I I Response to DEMLR Additional Information Request
Appendix C Response to DWR-WQPS Concerns
Comments on Carolina Lithium Project by DWR-WQPS
January 14, 2022
1. Chemical Processing Wastewater: The Application in section C.3.d. reflects industrial
process wastewater from chemical operations will be discharged to a Publicly Owned
Treatment Works (POTW) with pretreatment. Thank you for providing the requested details
concerning MGD to the Long Creek WWTP. However, we still request submission of
detailed chemical analysis or characterization of the wastewater. This is necessary for DWR
to determine if the selected POTW has sufficient capacity to manage not only the flow
volume, but the anticipated pollutant load under our rules 15A NCAC 02H section .0900.
PLCI is currently in the process of having the process wastewater stream from the proposed
Carolina Lithium Project site evaluated by a certified lab. This analysis will provide the requested
detailed chemical characterization of the process wastewater. Once the data is available, we will
provide such details to Long Creek WWTP and to DWR-WQPS.
2. Prior to issuing this Permit we believe it is in the best interest of all that Long Creek WWTP
submit and secure approval from the NCDEQ DWR WQPS Municipal Permitting Unit for the
anticipated increased flow to the facility. In the advent that Long Creek WWTP is unable to
accept the additional flow what alternative plan does the facility operator have to manage
and treat the proposed flow? In addition, an application from Long Creek WWTP will
include various studies and analyses to determine if the proposed receiving water can
accommodate the proposed pollutant load; including but not limited to proposed sulfate,
chloride, organic carbon content and TDS.
PLCI has held multiple meetings with Long Creek WWTP to align and understand on the ability of
their facility to receive the process wastewater from the proposed Carolina Lithium Project site.
As noted in a letter from Two Rivers Utilities dated December 2, 2021; their facility has 6.4 MGD
available capacity. PLCI anticipates sending a maximum of approximately 455,000 gallons per
day to the Long Creek WWTP, which is approximately only 7% of Long Creek WWTP's available
capacity. PLCI plans to pre -treat it's process wastewater prior to sending to Long Creek WWTP.
Given that Long Creek WWTP has ample capacity and PLCI plans to pre -treat it's process
wastewater from both the concentrator and conversion processes, it is unlikely that Long Creek
WWTP would not be able to manage and provide additional treatment; but if they cannot manage
and provide additional treatment, PLCI will look at other options to ensure process wastewater is
properly managed without impact to the environment.
PLCI understands based on conversation with Long Creek WWTP and DWR on May 9, 2022 that
Long Creek WWTP is currently conducting a study and analysis of their current pollutant load and
treatment capabilities to provide the necessary details for the required application to NCDEQ DWR
WQPS Municipal Permitting Unit.
Page 1 of 5

Piedmont Lithium Carolinas, Inc. I I Response to DEMLR Additional Information Request
Appendix C Response to DWR-WQPS Concerns
3. At this time, we believe based upon the information provided that proposed coverage under
NCG02 may be inadequate to meet the operational needs of the facility. It is our position
that the proposed industrial process waters potentially generated at this mine site would
not have coverage under this stormwater general permit including: boiler blowdown,
scrubber waste, cooling water. These wastewaters may need to be discharged under the
potential POTW Significant Industrial User Permit or seek separate coverage to discharge
through the NPDES program. Again, at this time we request that the applicant provide
information on other wastewaters generated, including full waste characterization and
proposed disposal methods.
Since discharges associated with "the waste rock disposal areas will be collected in ponds
and subject to NPDES monitoring prior to discharge to receiving waters" at this time the
applicant should apply for an NPDES discharge permit with the NCDEQ DWR WQPS IPU
prior to issuance of this Permit.
PLCI is currently awaiting results from Leaching Environmental Assessment Framework (LEAF)
testing so a determination can be made in collaboration with DEMLR-Stormwater Program and
DWR-WQPS as to the type of permit required.
4. The information and data provided in regards to TCLP and humidity cell analyses suggests
that the facility operator should secure an individual stormwater or wastewater permit to
commence operations. Humidity cells are not necessarily the best way to simulate the
process in mine setting and the related variation. Also, it's not known whether other real
oxidation state (e.g. low DO, anoxic) would happen or not. We recommend that this option
be evaluated and determined by the applicant before proceeding further.
PLCI is currently performing Leaching Environmental Assessment Framework (LEAF) testing to
correlate the previously conducted humidity cell testing results with the LEAF results. PLCI
believes the combination of the results from these two tests is a good representation of potential
leaching that may occur. The detailed results will be provided in the near future.
5. A review of the information provided did not include "Attachment 2 Concentrate Operation
Drawings (Sheets 1-34) as noted in Appendix G — Response to DEMLR MRO Comments,
please provide these sheets.
The missing sheets as referenced can be found as Attachment 1 of this document.
NOTE: The original documents included in Attachment A have been updated and are no longer
the correct version to review. The updated drawings are now included as part of Appendix B —
Attachment 3 of the overall response to the additional information request dated January 14, 2022.
Page 2 of 5

Piedmont Lithium Carolinas, Inc. I I Response to DEMLR Additional Information Request
Appendix C Response to DWR-WQPS Concerns
6. The information provided in Appendix I - the Technical memo on the WWTF considerations
raises a few questions that require additional clarification as follows.
• We request that the facility operator [Long Creek WWTF (NC0020184)] review the
November 5, 2021 Technical Memorandum and acknowledge in detail that the facility
not only can accept, but can adequately handle and treat the proposed flow. This detail
should be included in their letter to Piedmont Lithium.
The November 5, 2021 Technical Memorandum has been shared with Long Creek WWTP. In
addition, PLCI is currently in the process of having the process wastewater stream from the
proposed Carolina Lithium Project site evaluated by a certified lab. This analysis will provide
the detailed chemical characterization. Once the data is available, we will provide such details
to Long Creek WWTP and to DWR-WQPS in an updated technical memo.
• Based upon the information provided baring any pretreatment issues the wastewater
system may have capacity. However, information provided did not include sufficient
detail to determine if the sewer system has adequate capacity to handle the projected
flow. The WWTP acceptance letter should include language that the existing sewer
system has adequate capacity and an identified route for the flow in MGD.
PLCI met with City of Gastonia and Two Rivers on May 11, 2022. During that meeting we
communicated our sewer capacity needs. At that time, no concerns were determined. We
have requested that the next WWTP acceptance letter clearly address this alignment.
• Based upon a review of the data provided there will be potential impact to the POTW
MBAS due to oxygen transfer limits, the ability of the wastewater system to separate
solids from liquids, and the potential to create overall operational issues associated
with foaming. Thus, we request additional information from the applicant detailing how
these concerns will be addressed.
PLCI is currently in the process of having the wastewater stream from the proposed Carolina
Lithium Project site evaluated by a certified lab. This analysis will provide the detailed
chemical characterization including MBAS for the concentrator process. Once the data is
available, we will evaluate the results and detail how to address these potential concerns.
• Additional details and supporting data are requested as to how the WWTP operator will
manage the increased flow and pollutant load to ensure that biosolids utilization at the
facility will not be impacted.
This response will need to be provided by Long Creek WWTP. Once PLCI provides our
detailed information and they complete their studies, it is our understanding that Long Creek
WWTP will be able address this concern.
Page 3 of 5

Piedmont Lithium Carolinas, Inc. I I Response to DEMLR Additional Information Request
Appendix C Response to DWR-WQPS Concerns
• Has the applicant evaluated how the potential levels of sulfate, chloride and TDS
concentrations can impact toxicity testing at the POTW? If so, please provide additional
details and data on how this was determined, such as a pilot study or bench scale
testing.
PLCI is currently in the process of having the process wastewater stream from the proposed
Carolina Lithium Project site evaluated by a certified lab. This analysis will provide the
detailed chemical characterization. Once the data is available, we will provide such details to
Long Creek WWTP and to DWR-WQPS in an updated technical memo. This memo will
include and updated evaluation on the potential impact to the POTW.
• The information and analysis provided in the 12/15/21 response evaluates compliance
with applicable Water Quality Standards; however, additional detail is required to
evaluate how the facility operator will manage inhibition or sludge criteria at the plant.
Please provide additional detail specifying how the plant operator will address inhibition
or sludge criteria or an analysis of same.
This response will need to be provided by Long Creek WWTP. Once PLCI provides our
detailed information and they complete their studies, it is our understanding that Long Creek
WWTP will be able address this concern.
7. Based upon the information provided to DWR it will be necessary to have a robust
pretreatment treatment unit at the Lithium plant and the POTW will need to develop local
limits. Please provide details so that DWR can evaluate.
PLCI is currently in the process of having the process wastewater stream from the proposed
Carolina Lithium Project site evaluated by a certified lab. This analysis will provide the detailed
chemical characterization. With this detail alongside Long Creek WWTP's allowed limits, PLCI
will design its onsite pretreatment unit to meet requirements put forth by Long Creek WWTP in a
collaborative process. Once the data and these details are available, we will provide those
details.
8. As a final note of concern the high flow wet weather data used to make assimilative
capacity determinations is very optimistic. We request that assimilative capacity
determinations be made based upon low flow data. Please provide the updated analyses.
PLCI is currently in the process of having the process wastewater stream from the proposed
Carolina Lithium Project site evaluated by a certified lab. This analysis will provide the detailed
chemical characterization. Once the data is available, we will update the previous technical
memo including the assimilative capacity determination.
Page 4 of 5

Piedmont Lithium Carolinas, Inc. Response to DEMLR Additional Information Request
Appendix C Response to DWR-WQPS Concerns
Attachment 1
Page 5 of 5

Piedmont Lithium Carolinas, Inc. I Response to Additional Information Request (dated January 14, 2022)
Appendix C: Response to DWR-WQPS Concerns
C.1 Attachment 1 — Concentrate Operation Drawings
(Sheets 1-34)
(from PLCI's Additional Information Response, dated December 15, 2021)

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I hereby certify that this document was `�,�, CAl��•.,�
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In: 3.00 In
D50: 6.00In
Omm: 9.00 In
SEDCAD Utllly Run Pdnbd 0&23.2021
900
800
6+00
NOTE: SEE SHEET 28 OF 34 FOR THE ROAD AND CONVEYOR
ALIGNMENT PROFILES FOR ROAD DITCHES DA-85 AND DA-91.
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PROFILE VIEW
0 100 200 300
SCALE 1 "=100'
SHEET NUMBER '
50F34

I�
1.0 a)
900 I ALL
IL
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3.8%
800
0+00 1+00
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1 8.1
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DA-10
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700
700
0+00
1+00
2+00 3+00 4+00 5+00
6+00
7+00
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DA-10a I _
900 900
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800 800
800 800 800 800
800 800
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0+00 1+00 2+00 3+00
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Diversion Ditch DA-16w @ Waste Rock Pile
Diversion Ditch DA-16e @ Waste Rock Pile Diversion Ditch DA-19w @ Waste Rock Pile
Diversion Ditch DA-19e @ Waste Rock Pile
DA-20
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DA-22
DA-23
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900
900 a
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800
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2+00 3+00 4+00 5+00 6+00
7+00
8+00
0+00 1+00 2+00
3+00 4+00
0+00 1+00
2+00 3+00 4+00 5+00 6+00 7+00
8+00
9+00 10+00
0
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Waste Rock Pile
Diversion Ditch DA-20w @ Waste Rock Pile
Diversion Ditch DA-22 @ Waste Rock He
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800
0+00 1+00
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2+00 3+00 4+00 5+00
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800
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700
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Diversion Ditch DA-28 @ Topsoil Storage Pile
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5.7 /o o
800 800
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Diversion Ditch DA-27 @ Waste Rock Pile
800 800
0.5%Om 0.5%- Oc
IUE IU�
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700 `n 700
0+00 1+00 2+00 3+00 4+00 5+00 6+00
Diversion Ditch DA-31 @ Topsoil Storage Pile
DA-39
900
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800
004
U
(1)U)
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700 700
0+00 1+00 2+00 3+00
Diversion Ditch DA-35 @ Topsoil Storage Pile
900
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I hereby certify that this document was `,.+``` CAP() P''•,r, ~ W_
prepared by me or under my direct personal "� r, Q W
supervision and is correct to the best of my �' Q opEssr.{ W i
knowledge an belf a i nd that I am a dulyr e� SEAL g�':� = V Z = W
licensed Pro a si n I ng' a under the = = 048820 Y (n J
laws of the t f o h ar ling. =� • 4� - D
(Signature) 1�k"t s Q N
Date: 12/08/2021 ''� $� „:'''M J W LaL
H V ID
EXISTING GRADE ZO Z =
PROPOSED ROAD GRADE H
PROPOSED DITCH LINE w IO Q
0.5% SLOPE AND DIRECTION OF FLOW R: CD
PROFILE VIEW
0 100 200 300
SCALE 1 "=100'
SHEET NUMBER
6OF34

DA-37
800 800
3
7.7% gCD
3U') 0.5% — v�
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I•ac? I
700 jCn 700
0+00 1+00 2+00 So 3+00 4+00 5+00
Diversion Ditch DA-37 @ Main Haul Road
800
0+00
DA-42A
° a) 900
I In LL
N �
1.0%— 1.3° -�
800
1+00 2+00 3+00 4+00 5+00
Diversion Ditch DA-42Aw @ Plant Area
DA-45
900 0"t 900
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1.0%— 1.0%
800 800
0+00 1+00 2+00 3+00 4+00 5+00
Diversion Ditch DA-45 @ Plant Area
DA-47
900
(See Su p Detail)-
800 I�
700 i
0+00
2% —
1+00 2+00 3+00
DA-42 0
900
lives
1�3iC:
0.5% -
Soo
0+00 1+00 2+00
Diversion Ditch DA-42w @ Plant Area
0I1If
900
8.5%,
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800
0 + 0 0 1+00
DA-42A C
900 ° E 900
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800 800
0+00 1+00 2+00 3+00
Diversion Ditch DA-42Ae @ Plant Area
2.2% —y
800
0+00 1+00 2+00 3+00
Diversion Ditch DA-46 @ Plant Area
I DA-55 I DA-54I I
Haul Road ----
I
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4+00 5+00 6+00 7+00
Diversion Ditch DA-47 and DA-50 @ Plant Area
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800
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900
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0+00� 1+00
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Diversion Ditch DA-42e @ Plant Area
7+00 8+00
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Diversion Ditch DA-43 @ Plant Area
920 900
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8$0 800
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900
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900
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700
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900
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7.8%
DA-42 I DA-41
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800 oti 800
0+00 1+00 2+00 3+00 4+00
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DA-43
900
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800
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Diversion
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Entrance
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DA-74
900 900
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3.0% 1.2% �1.9% —0.6%
800 Soo
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0
0
0
Diversion Ditch DA-74 @ North of Main Haul Road Z
12.8
DA-77
1+00 2+00 3+00 4+00
5+00
6+00
7+00
Diversion
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@ North
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900 DA-4 900
►°� ga)lC:
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800 800
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
Diversion Ditch DA-4w @ Waste Rock Pile
I hereby certify that this document was `�,�, CAl��•.,�
prepared by me or under my direct personal
supervision and is correct to the best of my O :oF o •;
knowledge an belt f a d that I am a duly r e SEAL
licensed Pr a si n I ng' a under the 048820 pZ
laws of the t f o r lina. : y� • �, ;'
h`faIN .ti
(Signature) 13
Date. 12/08/2021
211
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O
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PROPOSED ROAD GRADE
H
PROPOSED DITCH LINE
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0.5% SLOPE AND DIRECTION OF FLOW
a
CD
PROFILE VIEW
0 100 200 300
SCALE 1 "=100'
SHEET NUMBER
7OF34

Frainage Component Summary - Screening Berm and Pond Access Road Sediment Traps Drainage Component Summary - Screening Berm and Pond Access Road Sediment Traps
t Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume Sediment Drainage Disturbed Design Q25 Required Suface Required Provided Surface Provided Volume
. Area No. (Ac es) Storm Area (SF) Volume (CF) Area (SF) (CF) Trap No. Area No. (Ac es) Storm Area (SF) Volume (CF) Area (SF) (CF)
SF ELEVATION CF ELEVATION(SF) :j(ELEVATW (I (ILLEVAMNY
DA-93 1.00 25 4.33 1884 3,600 3,964 786.0 10,245 782.69 ST-40 DA-193, DA-194 0.69 25 3.95 1719 2,487 3,964 786.0 10,245 782.69
DA-94, DA-95 2 39 25 15.67 6817 8,604 8,797 786.0 20,447 784.19 ST-41 DA-191, DA-192, 1.47 25 10.96 4768 5,292 8,797 786.0 20,447 784.19
DA-96, DA-91 DA-195
DA-180 DA-181
REMOVED INTEN ZONALLY ST-42 DA-182, DA-183 2.77 25 7.32 3185 9,972 3,964 786.0 10,245 782.69
REMOVED INTEN IONALLY ST-43 DA-1D844, DA7-185, 2 95 25 12.78 11,350 10,620 8,797 786.0 20,447 784.19
DA 106,, DA 105 2.39 25 14.26 6203 8,604 8,797 786.0 20,447 784.19 ST-44 DA-1DA-1901892.01 25 52.60 22,881 7,236 23,130 786.0 64,778 783.5DA-1D08A_DA0--109, 1.00 25 4.59 1997 3,600 3,964 786.0 10,245 782.69 ST-45 DA178',DA1791.70 25 10.98 4777 6,120 8,797 786.0 20,447 784.19
DA-1D111, DA5--114, 0.29 25 1.71 744 1,044 3,964 786.0 10,245 782.69 ST-46 DA-1D73A_DA5--174, 1.60 25 10.45 4546 51760 8,797 786.0 20,447 784.19
ST-29 DA-113 DA-116, 0.48 25 3.70 1610 1,728 3,964 786.0 10,245 782.69 ST-47 DA-167, DA-170, 3.41 25 19.93 8670 12,276 8,797 786.0 20,447 784.19
DA-11�, DA-118 DA-171, DA-172
DA-119, DA-120, DA-165, DA-166,
ST-30 DA-121 2.12 25 9.27 4033 7,632 8,797 786.0 20,447 784.19 ST-48 DA-168, DA-169 1.89 25 11.34 4933 6,804 8,797 786.0 20,447 784.19
ST-31 DA-122, DA-123 0.26 25 1.50 653 936 3,964 786.0 10,245 782.69 ST-49 DA-160, DA-161, DA- 2.25 25 17.92 7796 8,100 8,797 786.0 20,447 784.19
162, DA-163, DA-164
ST-32 DA-125, DA-126, 1.51 25 10.47 4555 5,436 8,797 786.0 20,447 784.19 ST-50 DA-157, DA-159, 2.61 25 13.53 5886 9,396 8,797 786.0 20,447 784.19
DA-127, DA-128 Ph1 DA-158
DA-154, DA-155, 1.10 25 7.74 3367 3,960 3,964 786.0 10,245 782.69
ST-33 DA-129, DA-130, DA-131 1.73 25 7.49 3259 6,228 3,964 786.0 10,245 782.69 ST-51 DA-156
DA-205, DA-207, DA-149, DA-150, DA-
ST-34 DA-208 1.64 25 11.56 5029 5,904 8,797 786.0 20,447 784.19 ST-52 151, DA-152, DA-153 4.83 25 28.05 12,202 17,388 12,279 786.0 35,667 784.0
DA-203, DA-204, DA-146, DA-147,
ST-35 DA-206 0.50 25 3.63 1580 1,800 3,964 786.0 10.245 782.69 ST-53 DA-148 2.73 25 13.25 5764 9,828 8,797 786.0 20,447 784.19 '
DA-198, DA-200, DA-143, DA-144,
ST-36 DA-201, DA-202 2.01 25 17.29 7522 7,236 8,797 786.0 20,447 784.19 ST-54 DA-145 2.43 25 16.80 5560 8,748 8,797 786.0 20,447 784.19
DA-140, DA-141, SHEETr
ST-37 DA-132, DA-133 1.63 25 10.28 4472 5,868 8,797 786.0 20,447 784.19 ST-55 - 5.25 25 26.09 11,349 18,900 12,279 786.0 35,667 784.0 8D I
DA-134, DA-135,
ST-38 0.82 25 4.26 1854 2,952 3,964 I 786.0 10,245 784.19
DA-136
ST-39 DA-137, DA-138, 3.48 25 23.72 10,319 12,528 12,279 786.0 35,667 784.0
AMR I
r
Outfalls as noted on this Drawing are for the
Concentrate Operations (Figure 4, Appendix A)
SB = Sediment Basin Stormwater Outfall
SHEET \
Nv�
SHEET �'
BA sT
CONCENTRATE PLANT/CONVERSION PLANT v
CONVEYOR ACCESS ROAD N0.2 � ` V
't, �� CONCENTRATE PLANT/CONVERSION PLANT /
CONVEYOR ACCESS ROAD NO. 1
SCREENING WALL
SHEET
8c
eATER INTAKE -D BERM#14 /
J (fin alignment to be y //
/ claw rm netl) - Tc
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)SSING NO. 1
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r
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MAIN _H9
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SHEET
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SHEET
8F
6
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PLANT m r' --/ 40
SB�pa� � �;,'u%'•/ ENTRANCE �.
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DRAINAGE
AREA SUMMARY
DRAINAGE
AREA
NUMBER
TOTAL
DRAINAGE AREA
(ACRES)
DISTURBED
DRAINAGE AREA
(ACRES)
CONTROLLING STRUCTURE
1
2.%
2.96
Waste Rock Pile- Sediment Basin SB-2
2
2.15
2.15
Waste Rock Pile- Sediment Basin SB-1
3
1.80
1.80
Waste Rock Pile- Sediment Basin SB-2
3a
..
Waste Rock Pile- Sediment Basin SB-2
4
12.28 28
12.2828
Waste Rock Pile -Sediment Basin SB-1
4al
CulvertC-17 and Waste Rock Pile- Sediment Basin S13-1
4b
2.00
2.00
CulvertC-17 and Waste Rack Pile- Sediment Basin SB-1
5
26.00
26.001
Waste Rock Pile- Sediment Basin SB-2
6
0.35
0.35
Waste Rock Ple-Sediment BaiSB-2
6a
3.78
3.78
WasteRock Ple-Sd Sediment
7
0.73
0.73
WasteRock Pile - Sd tBasin SBA
8
2.33
2.33
Waste Rock Pile- Sediment Basin SB-3
9
1.42
1.42
Waste Rock Pile - Sediment BasinSB-3
SO
0.74
0.74
Waste Rock Pile- Sediment Basin S13-4
11
3.74
3.74
Waste Rock Pile- Sediment Basin SB-4
12
2.41
2.41
Waste Rock Pile- Sediment Basin SB-4
13
6.39
6.39
Waste Rock Pile- Sediment Basin SB-3
13a
1.99
1.99
Waste Rock Pile- Sediment Basin S13-3
14
7.24
7.24
Waste Rock Pile- Sediment Basin SB-4
15
8.38
8.38
Waste Rock Pile- Sediment Basin SB-4
16
6.63
6.63
Waste Rock Pile - Sediment Basin SB-S
17
0.80
0.80
Waste Rock Pile- Sediment Basin SB-S
18
1.09
1.09
Waste Rock Pile - Sedment Basin SB-6
OA ' PLANT AR�N
DA-a5
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-61
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WHITESIDES ROAD CROSSING V I T
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_ MAGAZIN_E LOCATION - DA 66f A-•
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• TEMPORARY PIT SEDIMENT DITCH
MDO = Mine Dewatering Outfall
ST = Sediment Trap Stormwater Outfall
Drainage Component Summary - Waste Rock Pile Phase 1
Drainage Component Summary - Haul Road Sediment Traps
Basin
Drainage
Area No.
Disturbed
Area
(Acres)
Design
Storm
Q25
Required Suface
Area (SF)
Required
Volume (CF)
Provided Surface
Area (SF)
Provided Volume
(CF)
Sediment
Trap No.
Drainage
Area No.
Disturbed
(Acres)
DesiAreagn
Storm
Q25
Required Suface
Area (SF)
Required
Volume (CF)
Provided Surface
Area (SF)
Provided Volume
(CF)
LEGEND
PERMIT BOUNDARY
CONCENTRATE OPERATIONS 40 FT. BUFFER
PIT OUTLINE
DRAINAGE AREA LINES
SCREENING BERM AND
i POND ACCESS ROAD
DRAINAGE AREA LINES
DA-15 E DRAINAGE AREA LABEL
FLUME
F- � UNDERDRAIN
U D-2 UNDERDRAIN LABEL
DRAINAGE DITCH
TEMPORARY DIVERSION / SEDIMENT DITCH
CULVERT
C-12 CULVERT LABEL
SB-4 SEDIMENT BASIN LABEL
ST-11 SEDIMENT TRAP LABEL
-- FLOW DIRECTION ARROW
EROSION AND SEDIMENT
I� CONTROL STRUCTURE
DIRECTION OF SURFACE FLOW
SCREENING BERMS
DELINEATED WETLANDS
30 FT. DELINEATED STREAM BUFFER
�, PROPOSED CONTOURS
�` EXISTING CONTOURS
SEDIMENT BASIN BAFFLES N NC-SPCSPCS
APPROVED 401/404 IMPACTS
(SF) (ELEVATION)
(CF) (ELEVATION)
(SF) (ELEVATION)
(CF) I (ELEVATION)
SBA
2,4,4a,4b
17.82
25-YR
80.58
35,053
32,076
35,187 814.0
187,744 811.18
Worst Case*
73
1.82
25-YR
36.31
3,428
3,276
3,964 1 786.0
7,693 1 783.68
SB-2
1, 3, 3a, 5, 6
23.00
25-YR
95.35
41,473
41,400
43,988 841.0
175,534 835.0
STA
51, 51 a, 52, 53
9.09
25-YR
36.31
15,795
13,482
15,863 1 798.0
43,661 1 795.68
SB-3
6a, 7, 8, 9, 13
18.28
25-YR
79.19
34,448
32,904
35,055 804.0
119,319 799.27
ST-2
49
2.46
25-YR
10.66
4,637
4,428
4,819 1 862.0
10,035 1 859.68
SB-4
10, 11, 12, 14,15
29.97
25-YR
129.84
56,480
53,946
56,915 798.0
202,554 793.02
ST-4
64,65
4.31
25-YR
14.10
6,134
7,758
6,134 1 835.0
13,743 1 832.68
SB-5
16,17
3.92
25-YR
16.98
7,387
7,056
15,408 855.0
58,623 851.48
ST-5
55,63
4.22
25-YR
18.28
7,952
6,948
7,975 1 30.0
19,197 827.68
SB-6
18,19
6.82
25-YR
29.55
12,854
12,276
18,916 852.0
76,914 848.51
ST-6
67
3.23
25-YR
13.99
6,086
5,814
6,130 818.0
13,763 815.68
SB-7
20,21
15.75
25-YR
68.23
29,680
28,350
30,402 850.0
129,713 846.34
ST-10
71,72
3.22
25-YR
13.95
6,068
5,796
6,179 810.0
13,909 807.68
SB-8
22,23
11.40
25-YR
49.39
21,485
20,520
24,265 880.0
118,352 877.45
ST-13
60,61
3.83
25-YR
33.73
14,673
6,984
14,893 800.0
40,578 797.68
SB-9
24,25
11.27
25-YR
48.82
21,237
20,286
22,431 860.0
74,457 856.07
*Worst Case Sediment Trap based on largest disturbed area (DA-73 for STA 1) and largest flow for spillway (36.31 CFS for STA).
*Worst Case Sediment Trap Design utilized for ST-3, ST-7, ST-8, ST-9, STA 1, ST-12, ST-14, ST-15, ST-16, ST-17, ST-18, and ST-19.
SB-10
26, 26a, 27
14.85
25-YR
62.82
27,327
26,730
27,460 819.5
102,017 815.88
Drainage Component Summary - Waste Rock Pile Phase 2
Emulsion Storage and Bulk Truck Parking Area - Concentrate Plant/Conversion Plant Conveyor Access Road No. 2 Sediment Traps
Basin
Drainage
No.
Disturbed
AreaArea
(Acres)
s)
Design
Storm
Q25
Required Suface
Area (SF)
Required
Volume (CF)
Provided Surface
Area (
Provided Volume
(CF)
Sediment
Trap No.
Drainage
Area No.
Disturbed
(Acres)
DesiAreagn
Storm
Q25
Required Suface
Area (SF)
Required
Volume (CF)
Provided Surface
Area (SF)
Provided Volume
(CF)
(SF) (ELEVATION)
(CF) (ELEVATION)
SF ELEVATION
(CF)
SBA
2,4
14.43
25-YR
62.51
27,192
25,974
35,187 814.0
187,744 811.18
ST-20
90,91
1.81
25-YR
15.77
6,860
3,258
61866 820.0
26,495 818.52
SB-2
1, 3, 3a, 5, 6
31.87
25-YR
96.54
41,995
57,366
43,988 841.0
175,534 835.0
ST-21
84,85
2.59
25-YR
18.87
8,208
4,662
8,389 820.0
30,797 1 818.47
SB-3
6a, 7, 8, 13, 13a
15.22
25-YR
65.94
28,684
27,396
35,055 804.0
119,319 799.27
SB-4
10, 11, 12, 14,15
22.51
25-YR
97.52
42,421
40,518
56,915 798.0
202,554 793.02
Drainage Component Summary - Topsoil Stockpile Area
SB-5
16,17
7.43
25-YR
32.19
14,003
13,374
15,408 855.0
58,623 851.48
Basin
Drainage
Area No.
Disturbed
Area
(Acres)
Design
Storm
Q25
Required Suface
Area (SF)
Required
Volume (CF)
Provided Surface
Area (SF)
Provided Volume
(CF)
SB-6
18,19
9.02
25-YR
39.08
16,999
16,236
18,916 852.0
76,914 848.51
SB-7
20,21
15.60
25-YR
67.58
29,397
28,080
30,402 850.0
129,713 846.34
(SF) (ELEVATION
(CF) (ELEVATION
SB-11
28, 29, 30, 31, 38
7.50
25-YR
32.49
14,133
13,500
14,178 780.0
52,881 776.27
SB-8
22,23
11.40
25-YR
49.39
21,485
20,520
24,265 880.0
118,352 877.45
SB-12
32, 33, 34, 35, 36, 39
14.02
25-YR
57.96
25,213
25,236
33,943 760.0
116,762 756.31
SB-9
24,25
11.27
25-YR
48.82
21,237
20,286
22,431 860.0
74,457 856.07
Drainage Component Summary -Plant Area
SB-10
26,27
14.06
25-YR
60.91
26,496
25,308
27,460 819.5
102,017 815.88
Basin
Drainage
Area No.
Disturbed
Area
Acres
( )
Design
Storm
Q25
Required Suface
Area (SF)
Required
Volume (CF)
Provided Surface
Area (SF)
Provided Volume
(CF)
Notes: Phase 1 Drainage Area 9 is enveloped into Drainage Area 13a in Phase 2. All sediment structures are designed to control both Phase 1
and Phase 2 Required Surface Area (SF) and Required Volume (CF).
(sF) (ELEVATION
(CF) (ELEVATION)
Drainage Component Summary- Emulsion Storage and Bulk Truck Parking Area
SB-13
40, 43, 44
10.30
25-YR
57.98
25,221
18,540
25,697 854.0
143,857 1 850.97
Basin
Drainage
Area No.
Disturbed
Area
(Acres)
Design
Storm
Q25
Required Suface
Area (SF)
Required
Volume (CF)
Provided Surface
Area (SF)
Provided Volume
(CF)
SB-14
45,46
8.41
25-YR
27.56
11,989
15,138
12,505 855.0
175,534 852.34
SB-15
48
6.38
25-YR
17.24
7,500
11,484
8,617 870.0
33,916 867.50
(SF)
(ELEVATION)
(CF)
(ELEVATION)
SB-17
86
10.02
25-YR
30.22
13,146
18,036
13,883
854.0
35,129
850.3
SB-16
41,42,42a
13.34
25-YR
58.38
25,395
24,012
25,523 836.0
120,226 833.18
ILI
SHEET
8J
11
DA 60 `
° NP PIT P )N,"�
r, _
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0
26 12.44 12.in Waste Rock Pile - Sediment BasSB-10
26a 0.44 0.4444 Waste Rock Pile - Sediment Basin SB-10
27 1.70 . Waste Rock Pile- Sediment Basin SB-
31!1
28 3.04 .04 04 Topsoil Storage Pile Sediment Basin SB-11
SHEET 29 1.87 1.87 Topsoil Storage Pile Sediment Basin SB-11
30 1.04 1.04 To so I Storage P le Sed ment Basin SB-11
n P g
1 SV 31 0.81 081 Topsoi l Storage PI Sed i mentBa nSB-11
•i 32 5.17 517 Topsoil Storage Pfle-Sediiii entBasinSB-12
-- 33 3.53 3 53 Topsoil Storage P -Sediment Basin SB-12
34 1.17 117 Topsolorag P Sediment Bas n SB-12
O 35 0.22 0.22 Topsoil Storage Pile -Sediment Basin SB-12
36 2.16 2.16 Topso I Storage P le Sed ment Basin SB-12
37 1.01 1.01 Haul Road Sed ment Trap ST-16
38 0.74 0.74 Topsoil Storage Pile -Sediment Basin SB-11
g
39 1.77 1.77 Topsoil Storage Pile Sediment Basin SB-12
1 40 8.33 0.76 Plant Area Sedment BasnSB-13
1 41 8.65 2.90 Plant Area -Sediment Basin SB-16
42 9.01 7.89 Plant Area -Sediment Basin SB-16
1 42a 2.55 2.55 Plant Area Sed i ment Basin SB-16
43 4.98 2.59 Plant Area Sed I ment Basin SB-13
C) 44 8.31 6.95 Plant Area Sed I ment Basi n SB-13
1 45 7.04 7.04 Plant Area Sed ment Basin SB-14
46 1.37 1.37 Plant Area Sed i ment Basin SB-14
O 1 `' 47 2.02 1.09 Plant Area Sum pC4 to Culvert C-4
\ O 48 2.46 2.46 Plant Area Sedment ment asin Trap
S-15
l ® 49 2.46 2.46 Haul Road Sed awrda Greek
J` 50 0.64 0.64 Diverted via ditch to unnamed tr 6utary of Beaverdam Greek
51 3.73 3.06 Haul Road CulvertC 2 to Se di ment Trap ST-1
t 51a 1.85 1.37 Sediment Trap ST-1
52 1.57 1.57 Haul Road -Culvert C 2to Sediment Trap ST-2
53 1.49 1.49 Haul Road Sediment Trap ST-1
0 O 54 1.32 1.32 Haul Road -Sediment Trap ST-3
0 � 55 1.60 1.60 Haul Road Sediment Trap ST Sto lnstream Culvert C-7
56 5.47 0.59 CulvertC-6
57 24.17 1.11 lnstream Culvert C-7
58 271.00 7.82 lnstream Culvert C-13
59 0.84 0.84 Haul Road Sediment Trap ST l2to lnstream Culvert C-13
60 1.62 1.62 Haul Road- CulvertC14 to Sedi ment Trap ST-13
61 2.21 221 Haul Road Sedi nt Trap ST-13
62 0.65 065 Haul Road CulvertC-16 to Sediment Trap ST12 to Instrep CulvertC-13
63 2.62 262 Haul Road Sediment Trap ST5 to Instream CulvertC-7
64 3.63 3.63 Magazine Locat on Sed ment Trap ST-4
P
65 0.68 0.68 Haul Road Sedi ment Trap ST-4
66 1.09 1.09 Haul Road CulvertC9 to Sedi ment Trap ST-9
67 3.23 3.23 Haul Road CulvertC 8to Se di ment Trap ST-6
68 1.24 1.24 Haul Road Sediment Trap ST-7
69 0.94 0.94 Haul Road Sediment Trap ST-8
70 1.62 1.62 Haul Road SedimentTrapST--9
71 1.62 1.62 Haul Road Sed ment Trap ST-30
72 1.60 1.60 Haul Road- CulvertC10to SedimentTrap ST-10
73 1.82 182 Haul Road- Sediment Trap ST11 to Culvert C-11
74 11.60 072 Culvert C-11
SHEET
75 6.36 0.17 CulvertC-12
O SH 76 5.81 025 Haul Rod S d tT pST-13
77 15.47 0.81 Diverted via ditch to Beaverclarm Greek
78 1.36 136 Haul Road Sediment Trap ST-14
79 1.33 1.33 Haul Road Sed ment Trap ST-15
80 0.58 0.58 Haul Road- CulvertCl5to SedimentTrap ST-16
Q81 0.51 0.51 Haul Road Sediment Trap ST-17
82 0.48 0.48 Haul Road -Sediment Trap ST-1g
•� / 83 1.72 1.72 Haul Road Sediment Trap ST-19
� Notes: Ar as for the W Rock reflect Phase final drainage with the xce n n of 1
� � oDrainage a ante o e ect set a ageareas, a polo hale e
Drainage Area 9 which s enveloped into Drainage Area 13a in Phase 2 See Waste Rock Pile Phase 1 Sheet 2of 33 and
e p( )
Waste Rock P le Phase 2 Sheet 3033).
841 173 0.69 Access Road Sedi ment Trap ST-21
- 85 3.42 1.90 Access Road Sedi ment Trap ST-21
86 10.02 10.02 Future Tenant Site- Sed i ment Basin SB-17
88 2.87 Clean Water Diversion Ditch
C, D 1 O 89 13.34 0.04 Underdram Ell
90 3.96 1.31 CulvertC-18
D-39 1 91 0.50 0.50 Access Road Sed ment Trap ST-20
TOPSOIL
- 92 1.03 1.03 Screenn Berm -Sediment Basin SB-23
V STORAGE PILE 1 g
7 93 1.00 1.00 Screen ng Berm Sediment Trap ST-22
94 1.99 0.83 Scre n ng Berm Sediment Trap ST-23
- I 95 1.06 0.50 ScreeningBerm Sedment Trap ST-23
96 0.87 0.87 Screening Berm Sediment Trap ST-23
97 0.19 0.19 Screenng Berm Sediment Trap ST-23
98 0.15 0.15 Screenn Berm Sediment Trap ST-24
g P
A3
99 0.35 0.35 Screenng P Berm Sed ment Trap ST-25
100 0.70 0.70 Screening Berm -Sediment Trap ST-24
101 1.61 100 Scre gB m Sediment Trap ST-24
- 102 0.53 040 Scre gB rm Sediment Trap ST-25
103 0.20 I ng Berm Sediment Trap ST-25
,y, 1 104 1.70 1.70 Screen ng Berm Sediment Trap ST-26
105 0.70 0.28 Screening Berm Sediment Trap ST-26
�I 106 1.14 0.28 Screening Berm Sediment TrapST-26
107 0.13 0.13 Screening Berm Sediment Trap ST-26
108 0.80 0.80 Screening Berm - Sediment Trap ST-27
109 0.20 0.11 Screening Berm - Sediment Trap ST-27
110 0.09 0.09 Screening Berm - Sediment Trap ST-27
ill 0.27 0.12 Screening Berm Sediment Trap ST-28
112 0.59 0.591 Pond Access Road Sediment Basin SB-
1
13 0.62 0.17 Scree nng Berm Sedi ment Trap ST-29
QA�9j2 114 0.10 0.10 Screen i ng Berm Sedi ment Trap ST-28
p \) 115 0.07 0.07 Screen i ng Berm Sedi ment Trap ST-28
_ 116 0.09 0.09 Screen I ng Berm Sedi ment Trap ST-29
117 0.21 0.13 Scree nng Berm Sedi ment Trap ST-29
118 0.09 0.09 Screen i ng Berm Sedi ment Trap ST-29
i
119 1.12 1.10 Screen I ng Berm Sedi ment Trap ST-30
0 ' SHEET O 120 0.80 0.80 Screen I ng Berm Sedi ment Trap ST-30
9
c 121 0.22 0.22 Screen i ng Berm Sedi ment Trap ST-30
A
122 0.30 0.18 Screen i ng Berm Sedi ment Trap ST-31
// /e 81 123 0.08 0.08 Screening Berm Sediment Trap ST31
I J� 124 0.27 0.07 Pond Access Road Sedi ment Basin SB-4
O F�r1 y 125 0.12 0.12 ScreeningBerm Sediment Trap ST-32
- 126 0.75 0.60 Screen i ng Berm Sedi ment Trap ST-32
127 0.04 0.04 Screen I ng Berm Sedi ment Trap ST32
ITv<f 1 128 1.89 0.75 Screen I ng Berm Sedi ment Trap ST-32
1291 0.26 0.26 1 Screening Berm Sed mentTrap ST-33
130 0.56 0.56 Screening Berm Sediment Trap ST-33
131 0.91 0.91 Screening Berm Sediment Trap ST-33
132 1.24 0.61 Screening Berm - Sediment Trap ST-37
133 0..Screening Berm - Sediment Trap ST-3
134 0.3030 00.3030 Screening Berm - Sediment Trap ST-38
135 0.29 0.20 Screening Berm - Sediment Trap ST-38
136 0.47 0.32 Screening Berm - Sediment Trap, ST-39
C7
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0
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J I hereby certify that this document was},���►�A CA PO',,,
+++,,�
A prepared by me or under my direct personal �. '� �,
supervision and is correct to the best of my Q pir�SSro; {
knowledge and beli f and that I am a duly SEAL g{ F
licensed Pro a si n I ng• e under the = 048820
laws of the t f o h ar Iina. =
,A `��crraP•`q
O Date: 12/08/2021
1461
0.45
1 0.45
1 Screening Berm -Sediment Trap ST-53
147
1.06
0.97
Screening Berm - Sediment Trap ST-53
148
1.68
1.31
Screening Berm - Sediment Trap ST-53
149
2.13
1.06
Screening Berm -Sediment Trap ST-52
I50
1.55
1.28
Screening Berm - Sedi ment Trap ST-52
151
0.25
0.25
Screening Berm- Sediment Trap ST-52
1621
0.81
1 0.17
1 Screening Berm - Sediment Trap ST-09
163
1.14
0.27
Screening Berm - Sediment Trap ST-49
164
0.16
0.16
Screening Berm -Sedi men, Trap ST-49
165
0.39
0.39
Screening Berm -Sedi men, Trap ST-48
166
1.75
0.72
Scree n i ng Berm -Sedi ment Trap ST-48
167
0.50
0.50
Screening Berm- Sediment Trap ST 47
1771
0.30
1 0.301
Screening Berm- Sediment Trap STAS
178
0.79
0.79
Screen in Berm -Sediment Trap ST4S
g P
179
1.27
0.49
Screening Berm - Sediment Trap ST-45
180
2.62
1.27
Screening Berm - Sediment Trap ST-44
181
9AS
1.09
Screening Berm - Sediment Trap ST-44
182
0.24
0.24
Screening Berm -Sediment Trap ST-44
183
0.17
0.17
Screening Berm - Sediment Trap ST-44
1941
0.83
1 0.52
1 Screening Berm - Sediment Trap ST-40
195
2.07
0.55
Screening Berm - Sediment Trap ST41
196
0.26
0.26
Screening Berm -Sump
197
0.55
0.55
Screening Berm- Sediment Basin SB-13
198
3.27
0.60
Screening Berm - Sediment Trap ST-36
199
0.26
0.26
Screening Berm- Sediment Basin SB-16
200
1.10
1.10
Screening Berm - Sedi ment Trap ST-36
AERIAL VIEW
0 500 1000 1500
SCALE 1 "= 500'
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Date: 12/08/2021 ''�iii�i►t''' a f 11
AERIAL VIEW
0 100 200 300
SHEET NUMBER
SCALE 1 "=100'
NOTE: REFER TO OVERALL DRAINAGE ANALYSIS MAP 8G
SHEET 8 OF 34 FOR LEGEND

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AERIAL VIEW
0 100 200 300
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SCALE 1 "=100'
NOTE: REFER TO OVERALL DRAINAGE ANALYSIS MAP 81
SHEET 8 OF 34 FOR LEGEND
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EMERGENCY SPILLWAY
CHUTE SECTION
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. = 812.28
(SEE DETAILS THIS SHEET)
CREST OF POND
EL. 814.00'
SILT FENCE
EE SHEET 32 OF 34) /�� "✓'�
CONCENTRATEPLANT/
ERSION PLANT CONVEYOR
ACCESS ROAD NO. 1
850
50% CLEAN OUT EL. 807.79
14 ft.
1.9/.
800
50% CLEAN O L. 807.79
OTECTION
SHEET 34 O
/
SUMP W/ CULVERT (C-17)
/
/
/
PLAN VIEW: SEDIMENT BASIN NO. 1
SCALE: 1" = 50'
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
A'
PRINCIPLE SPILLWAY
72" SQ. RISER W/ TRASH RACK
AND 65 FT OF 36 IN. CMP NAD-83
NC-SPCS 2
TEMPORARY BASIN
ACCESS ROAD
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
_NORMAL POOL EL. 811.18 /
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 52.00
Wetted Perimeter: 55.21
Area of Wetted Cross Section: 38.30
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 80.58 cfs
Depth of Flow: 0.72 feet
Velocity: 2.10 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
58.87 ft.
52.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
DITCH NO. 4 N.T.S.
EXISTING GROUND r NORMAL POOL EL. 811.18
Q25 HWD EL. 812.28 I
BOTTOM EL. 803.5
CENTERLINE CUTOFF TRENCH
750
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
850
Q25 HWD EL. 812.28
50% CLEAN OUT EL. 807.79
14 ft.
800
750
0+00
FILL MATERIAL
850
NORMAL POOL EL. 811.18
EXISTING GROUND
BOTTOM EL. 803.5
0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
3+50
800
14 FT ACCESS
CREST EL. 814.0
750
2+00
'' ''' JTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
0
850
14 ft.
-- CREST EL. 814.0
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP
750
4+00 4+50 5+00
N.T.S.
SEDIMENT BASIN NO. 1 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
81.4986 cfs
Water Surface Elevation:
812.28 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 1 Principle Spillway, Drop Pipe
Riser Top Elev:
811.18 ft
Riser Base Elev:
803.50 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
65.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
807.28 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
81.50 cfs
1I v
2 2
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.88
Area of Wetted Cross Section: 4.02
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 80.60 cfs
Depth of Flow: 0.20 feet
Velocity: 20.03 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
1.00ft. Freeboard
0.7
N&20 f
t. FTreeboard
I
Stage Storage Curve
SEDIMENT BASIN NO.1
815.50
813.50
811.50
809.50
807.50
805.50
MERGE ICY SPILLW `
SPILLW Y (811.18)
STRUCTURE
(812.28)
803.50
0.00
1.00
2.00
3.00
4.00 5.00
6.00
7.00
Accumulative Storage
(Acre -Ft)
Storage volume computations
SB-1
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
803.50
N/A
N/A
0.4332
805.50
N/A
N/A
0.5012
0.4672
2.00
0.9218
0.9218
2.00
807.50
N/A
N/A
0.5709
0.5361
2.00
1.0587
1.9806
4.00
807.79
N/A
N/A
0.5814
0.5762
0.29
0.1683
2.1489
4.29
809.50
N/A
N/A
0.6431
0.6070
1.71
1.0318
3.1807
6.00
811.18
N/A
N/A
0.7058
0.6745
1.68
1.1331
4.3138
7.68
811.50
N/A
N/A
0.7178
0.6804
0.32
0.2136
4.5274
8.00
812.28
N/A
N/A
0.7485
0.7331
0.78
0.5718
5.0992
8.78
813.50
N/A
N/A
0.7964
0.7571
1.22
0.9267
6.0259
10.00
814.00
N/A
N/A
0.8077
0.8020
0.50
0.3995
6.4254
10.50
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3 } ��'�•
TRASH RACK -��' EMERGENCY SPILLWAY
-=1r ��;'f'11 7fl=li
1' MIN. �illli�llil�l{11�i11 �1lll�iii:l'i,
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BARREL
PIPE
IX
-ij, 71w/
ANTIFL TATION BLOCK SECTIONAL VIEW t CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR OUTLET
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2, INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6,65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
TRASH RACK
RISER BUOYANCY CALCULATION
814.00
1111000�001:11:]Eln� 1111000
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times the
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 812.28
J[j
upward force.
NORMAL POOL EL. 811.18
1' MIN.
1 I �
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I 72" SQUARE I
1
1 CONCRETE I
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 807.79
RISER i
i 7.78' i �� ����
1 I
��� ���
Height Approximately 8'
Weight = 19120 lb
IvI
F-----;--------1
Where:
1.. °° .• . .I �
.
1 d a°
Riser Weight = 19120 lb
° ° d
BOTTOM OF POND EL. 803.50 d .
°
, °" °' °
'
36" DIA BARREL CMP
Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
a
° ° d
• < a d° e ° d °
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 Ib/ft3 = 2700 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 2700 lb = 21820 lb
ELEVATION VIEW
N.T.S.
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
Buoyancy = 216 ft' x 62.4 lb/ft' = 16224 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
<d
_ °
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
' 4. • 4 °
21820 lb > 16224 lb x 1.25
ad
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°
'•
21820 Ib > 20280 Ib
•
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NOTES
•
6'-0" 7'-0'
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressive
strength of 4,000 psi.
, °
`
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
d ,
•
°_
concrete shall be painted with a black bituminous enamel paint.
PLAN VIEW
N.T.S.
NOTE: See Site / Mine Map Legend for plan view features.
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prepared by me or under my direct personal ', ,� D .,
supervision and is correct to the best of my Q •�4ssrp
knowledge an4 beli f and that I am a duly SEAL g� •:F
licensed Pr a si In I ng' ee under the = = 048820 =
laws of the t f o h ar lina. SHEET NUMBER
GIN
(Signature) 'ref,{ B.
Date: 12/08/2021 `''fini11,• "', 9 OF 34

L N
•11
850
800
0+00
•11
oil -Me
I 800
0+00
DITCH NO. 5
i
C
50% CLEAN OUT EL. 832.21
0+50
0+50
FILL MATERIAL
PLAN VIEW: SEDIMENT BASIN NO. 2
SCALE: 1" = 50'
Q25 HWD EL. 837.58
EXISTING GROUND
r NORMAL POOL EL. 835.00
BOTTOM EL. 829.00
- CENTERLINE CUTOFF TRENCH
1+00 1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
Q25 HWD EL. 837.58
NORMAL POOL EL. 835.0
50% CLEAN OUT EL. 832.21
EXISTING GROUND
850 2.T 14 ft.
2'---
BOTTOM EL. 829.0
800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
MAIN HAUL ROAD
1+00
3.
1+50
Scale: 1" = 50'
900
14 ft. 850
CREST EL. 841.0
OUTLET PROTECTION A
(SEE SHEET 34 OF 34) 800
3+50 4+00 4+50 5+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
900
850
14 FT ACCESS
CREST EL. 841.0 800
2+50 3+00
Q25 HWD EL. 837.58
50% CLEAN OUT EL. 832.21 NORMAL POOL EL. 835.0
EXISTING GROUND
14 ft.
--,- - )o/
2•,
2+00 2+50 3+00 3+50 4+00
Cross Section C-C'
Scale: 1" = 50'
q CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r-2' MAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
•11
850
14 FT ACCESS
CREST EL. 841.0 J0
4+50 5+00
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION - ROAD CROSSING
N.T.S.
Approx 75 ft. 1.Or Oft. Freeboard
11.42 ft.
1
8 8
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 26.34
Area of Wetted Cross Section: 32.35
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 99.64 cfs
Depth of Flow: 1.42 feet
Velocity: 3.08 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL
N.T.S.
SEDIMENT BASIN NO. 2 PRINCIPLE SPILLWAY
DESIGN INFORMATION
Outflow
Total Discharge:
105.4757 cfs
Water Surface Elevation:
837.58 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 2 Principle Spillway, Drop Pipe
Riser Top Elev:
835.00 ft
Riser Base Elev:
829.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
67.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
830.00 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.90
Discharge:
105.48 cfs
Required Discharge:
99.64 cfs
15.42 ft.
33 ftftJ_
0 4.00ft.
1
1
Freeboard
2
10.00 ft.-
2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 11.94
Area of Wetted Cross Section: 4.72
Channel Slope: 21.3000
Manning's n of Channel: 0.0175
Discharge: 99.63 cfs
Depth of Flow: 0.43 feet
Velocity: 21.11 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
841.00
840.00
839.00
838.00
J 837.00
W
C 836.00
j 835.00
_N
Lu 834.00
833.00
832.00
831.00
830.00
829.00
Stage Storage Curve
SEDIMENT BASIN NO. 2
P OF STRUCTURE
1.00)
EMERG�NCY SPILLWAY (838.58)
PRINCIPAL SPILLWAY (835.00)
0.00 4.00 8.00 12.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 2
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
829.00
N/A
N/A
0.5738
831.00
N/A
N/A
0.6427
0.6083
2.00
1.2033
1.2033
2.00
832.21
N/A
N/A
0.6852
0.6639
1.21
0.8032
2.0065
3.21
833.00
N/A
N/A
0.7129
0.6778
0.79
0.5388
2.5453
4.00
835.00
N/A
N/A
0.7856
0.7492
2.00
1.4845
4.0297
6.00
837.00
N/A
N/A
0.8605
0.8230
2.00
1.6316
5.6614
8.00
838.58
N/A
N/A
0.9216
0.8910
1.58
1.4078
7.0692
9.58
839.00
N/A
N/A
0.9378
0.8992
0.42
0.3755
7.4447
10.00
841.00
N/A
N/A
1.0098
0.9738
2.00
1.9405
9.3852
12.00
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34 L,
TRASH RACK '=�� .11 �EMERGENCYSPILLWAY
lr il=lsSi�lr_lr I= .
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BARREL
PIPE
I
ANTIFL TATION BLOCK SECTIONAL VIEW t CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPIES.
2. INSTALL A MINIMUM OF 3 COI FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65,
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 841.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 838.58
times the upward force.
NORMAL POOL EL. 835.00
1' MIN.
I I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1 F
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 832.21
I I
I I
�� \
�\ \
Height = 6'
Weight = 15,220 lb
I I
72" SQUARE
III
j CONCRETE j
I RISER I
Where:
6.00'
\�\\�l
ICI
I ---------------I
Riser Weight = 15,220 lb
°. ° d••
BOTTOM OF POND EL. 829.00
a .
°
°
d °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
°
a • ° d. ° d°
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
4. ° . ° ,
18895 lb > 13,478.4 lb x 1.25
•
v
•.
18895 Ib > 16,848 lb
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressive
strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
concrete shall be painted with a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features.
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prepared by me or under my direct personal �' 'C , ,.. , O
supervision and is correct to the best of my OQ;'a4SSro;''
knowledge an beli f and that I am a duly ; �� QSEAL r� •:F
licensed Pro a si n I ng' a under the = = 048820 SHEET NUMBER
=
laws of the t f o h ar lina.
IN
(Signature) .rf`.r W BW����``
Date: 12/08/2021 10 OF 34
N.T.S.

EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
56.90 ft.
1 0 1.00ft. Freeboard
0.73 ft.
2
50.00 ft. -
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
Wetted Perimeter: 53.25
Area of Wetted Cross Section: 37.35
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 79.19 cfs
Depth of Flow: 0.73 feet
Velocity: 2.12 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 3 PRINCIPLE SPILLWAY
Outflow
Total Discharge: 90.9637 cfs
Water Surface Elevation: 801.27 ft
PLAN VIEW: SEDIMENT BASIN NO.3
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
SCALE: 1" = 50'
Outlet #1: Sediment Basin 3 Principle Spillway, Drop Pipe
Riser Top Elev: 799.27 ft
Riser Base Elev: 794.00 ft
850 EXISTING GROUND
850
Riser Diameter: 72.00 in
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27
Culvert Length: 67.00 ft
500/1 CLEAN OUT EL. 796.86
14 ft.
Culvert Diameter: 36.00 in
Culvert Invert In: 795.00 ft
�I I� 14 ft.
800
CREST 804.0 800
Culvert Friction Coefficient: 0.02
? 7 -
Culvert Entrance Loss Coefficient: 0.90
BOTTOM EL. 794.0
1.5%
Discharge: 90.96 cfs
750
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
OUTLET PROTECTION'
(SEE SHEET 34 OF 34) 750
/3+00 3+50 4+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 67 FT OF 36" CMP
850 EXISTING GROUND
Q25 HWD EL. 801.27
50% CLEAN OUT EL. 796.86 NORMAL POOL EL. 799.27
?•� 14 ft. 14 ft.
800
BOTTOM EL. 794.0
750
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
1L
2'---d1i�--
W.
J T., 800
14 FT ACCESS
CREST EL. 804.0
750
2+00 2+50
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TRASH RACK
NORMAL POOL EL. 799.27
EMERGENCY SPILLWAY DETAIL
N.T.S.
1
2
29.68 ft.
25.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 25.00
Wetted Perimeter: 25.76
Area of Wetted Cross Section: 4.33
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 79.20 cfs
Depth of Flow: 0.17 feet
Velocity: 18.29 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
0.17 fft
1 1.0 ft. Freeboard
2
804.00
803.00
802.00
801.00
J 800.00
c
O 799.00
a�
LLI 798.00
797.00
796.00
795.00
794.00
Stage Storage Curve
SEDIMENT BASIN NO. 3
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 3
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
794.00
N/A
N/A
0.4404
795.00
N/A
N/A
0.4717
0.4560
1.00
0.4501
0.4501
1.00
796.00
N/A
N/A
0.5031
0.4874
1.00
0.4814
0.9315
2.00
796.86
N/A
N/A
0.5313
0.5172
0.86
0.4423
1.3738
2.86
797.00
N/A
N/A
0.5361
0.5196
0.14
0.0711
1.4449
3.00
798.00
N/A
N/A
0.5708
0.5535
1.00
0.5469
1.9918
4.00
799.00
N/A
N/A
0.6072
0.5890
1.00
0.5821
2.5739
5.00
799.27
N/A
N/A
0.6174
0.6123
0.27
0.1653
2.7392
5.27
800.00
N/A
N/A
0.6449
0.6261
0.73
0.4535
3.1927
6.00
801.00
N/A
N/A
0.6846
0.6648
1.00
0.6573
3.8500
7.00
802.00
N/A
N/A
0.7256
0.7051
1.00
0.6973
4.5473
8.00
802.27
N/A
N/A
0.7363
0.7310
0.27
0.1974
4.7446
8.27
804.00
N/A
N/A
0.8049
0.7652
1.73
1.3245
6.0691
10.00
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3 _
TRASH RACK ; ` "{ �EMERG ENCYSPILLWAY
v MIN- ;'d==4ill=s_=1111=Sill=llfi=4iii= 2e
e�f+lr=illr-l+lr-f+JrJr=i+l++=1Il+�JI1i+�lllrlrE+-_ jsr
1s10 li=lild=f�ll�lild=�I1-IIIr'=1i!1=IISI�iZll�l Il�illi� � °pe
7,�' 1I{I�(Ii+=Sf1f=11Sd-11f+=11i+;llfl-llli=Elll=llll.;T=i+lr.=1
�flll�flll:�lZll�lfflwldli�llll��ll�illi�4ill�1✓�=1111�1111�111i=111.�
BARREL
�~ PIPE
�• I
ANTIFL TATION BLOCK SECTIONAL VIEW L CUT -TRENCH OFF COLLAR
STABILIZED
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDES LID PES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
RISER BUOYANCY CALCULATION
CREST EL. 804.00
1' FREEBOARD Z
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
0❑❑❑❑00❑❑❑❑00❑❑❑❑0 + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 802.27
000❑❑00❑OO❑��❑❑❑❑0
times the upward force.
❑❑❑❑��❑❑❑❑00❑❑❑❑a 1' MIN.
I I f 2 Downward Force tstructure weight) > 1.25 x Upward Force (buoyancy)
I I 1 F
I I
72" Square Concrete Riser
50% CLEANOUT EL. 796.86 1 i Height = Approximately 6'
EXISTING GRADE I 72" SQUARE \ I I Weight = 15,220 lb
1 I
j CONCRETE j
I RISER I Where:
6.00'
1---------------1 ��\'\
Riser Weight = 15,220 lb
BOTTOM OF POND EL. 794.00 .d . , " < d•° A 36" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a a ° ^ de a d• a
d • Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
,.,ABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 13,478.4 lb x 1.25
18895 lb > 16,848 lb
72" SQUARE CONCRETE RISER
N.T.S.
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a
minimum compressive Strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the
pipe is to be in contact with concrete shall be painted with a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge andibelief and that I am a duly
licensed Pro a sign l E ng abei under the
laws of the telbf o) h f ar lina.
L - (Signature)
Date: 12/08/2021
DUI
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048820 a SHEET NUMBER
11 OF 34

L
DITCH NO. 10
DITCH NO. IOa
FLUME
1 /
1
DITCH NO. 15-
POND ACCESS ROAD
L
!ET PROTECTION
SHEET 34 OF 34)
i III'I'III�II
BOTTOM OF POND
EL. 787.50
NORMAL POOL EL. 793.02
CREST OF POND
EL. 798.00' EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
i 57.90 ft.
POND ACCESS ROAD
1 NAD-83
1 TOP OF POND NC-SPCS
EL. 798.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 of 34)
I 50% CLEAN OUT EL. 790.50
DELINEATED
WETLANDS
SILT FENCE
(SEE SHEET 32 OF 34)
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. = 796.02
(SEE DETAILS THIS SHEET)
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
1 '�������111111►11111111�mul■ -'
I
I,�>t
�o
.`r1ar A
850 EXISTING GROUND
Q25 HWD EL. 795.02 NORMAL POOL EL. 793.02
50% CLEAN OUT EL. 790.50
?-7 I
800 14 ft. f
BOTTOM EL. 787.50
750
0+00 0+50 1+00 1+50 2+00 2+5
Cross Section A -A'
Scale: 1" = 50'
I
850
E
�'CU
a -
'CREST 798.0 I o
800
0
LL
3.0%
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
750
3+00 3+50
4+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 105 FT OF 42" CMP
FILL MATERIAL
1
2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
Wetted Perimeter: 54.36
Area of Wetted Cross Section: 50.67
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 129.84 cfs
Depth of Flow: 0.98 feet
Velocity: 2.56 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 4
Outflow
Total Discharge:
130.7449 cfs
Water Surface Elevation:
795.02 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 4 Principle Spillway, Drop Pipe
Riser Top Elev:
793.02 ft
Riser Base Elev:
787.50 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
105.00 ft
Culvert Diameter:
42.00 in
Culvert Invert In:
787.50 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge: 130.74 cfs
2' -1 q
r rl )TOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r--- 2' MAXIMUM IF NOT CUT TO BEDROCK
50.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
i - 4r1 !I4 4
1 1 J■�
2 25.00 ft. 2
0.30 ft.
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
850 850
EXISTING GROUND
Q25 HWD EL. 795.02
1 r NORMAL POOL EL. 793.02
50% CLEAN OUT EL. 790.50
800 14 ft. 14 ft. 800
BOTTOM EL. 787.50
14 FT ACCESS
CREST EL. 798.00
750 750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50
Cross Section B-B'
Scale: 1" = 50'
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 25.00
Wetted Perimeter: 26.35
Area of Wetted Cross Section: 7.74
Channel Slope: 21.8000
Manning's n of Channel: 0.0175
Discharge: 129.88 cfs
Depth of Flow: 0.30 feet
Velocity: 16.78 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Stage Storage Curve
SEDIMENT BASIN NO. 4
J_ 797.50
1.00ft. Freeboard
0.98 ft. f
795.50
793.50
791.50
789.50
787.50
STRUCTURE
0.00 1.00
2.00
3.00
4.00 5.00 6.00 7.00
8.00
9.00
10.00 11.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-4
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
787.50
N/A
N/A
0.6887
789.50
N/A
N/A
0.8048 0.7467 2.00
1.4730
1.4730
2.00
790.50
N/A
N/A
0.8633 0.8340 1.00
0.8350
2.3081
3.00
791.50
50
N/A
N/A
0.9216 0.8632 1.00
0.8702
3.1783
4.00
793.
N/A
N/A
1.9216 0.9670 1.52
1.4698
4.6481
5.52
793.50
N/A
N/A
1.0410 0.9813 0.48
0.4711
5.1192
6.00
795.50
N/A
N/A
1.1624 1.1017 2.00
2.1813
7.3005
8.00
796.02
N/A
N/A
1.1955 1.1789 0.52
0.6130
7.9136
8.52
797.50
N/A
N/A
1.2896 1.2260 1.48
1.8145
9.7281
10.00
1.00ft. Freeboard 798.00
N/A
N/A
1.3066 1.2981 0.50
0.6467
10.3748
10.50
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACKS SEA
!'MEN
EM ERGENCY SPILLWAY
BARREL
PIPE
1-11 CUT-OFF 8NTI-5EEP STABILIZE
ANTIFLOTATION BLOCK SECTIONAL VIEW TRENCH COLLAR OUTLETD
2' DEEP
1A
NOTES
1. SEEDAND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES..
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
RISER DETAILS
NOT TO SCALE
TRASH RACK RISER BUOYANCY CALCULATION
CREST EL. 798.00
MIN. 1' FREEBOARD Demonstrate ade uate stabilit b showin the downward force is a minimum of 1 25
NORMAL POOL EL. 793.02
000000
0❑❑❑❑0
000000
0❑❑❑❑0
000000
0❑❑❑❑0
q Y Y g
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 796.02 times the upward force.
V FREEBOARD
N
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0
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Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
72" Square Concrete Riser
50% CLEANOUT EL. 790.50 1 I
EXISTING GRADE I
Height =Approximately 6'
Weight = 15,220 lb
g
1 72" SQUARE
j CONCRETE j
I RISER I
Where:
5.52'
I_______________I
\\�J
Riser Weight = 15,220 lb
,
V
a
Z
° • a
•° • •° •
Z
J
4 °
BOTTOM OF POND EL. 787.50 d •° A d ° ° °°
42" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
g ( g p ) g
J
Q
' ••° d•v•d•
(60
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
Q
W
Iq
W
ELEVATION VIEW
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Z
a
0
Structure Weight = 15,220 Ib + 3675 Ib = 18895 Ib
J
IU
0
N.T.S.
Z
W
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
J
Q
_
LL
Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
0
(n
a
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
V
a
O
0
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Z
m
• '
• a . °
18895 lb > 13,478.4 lb x 1.25
Z
• •.a •
18895 lb > 16,848 Ib
=
Z
°
• • °
LU
• \\\����
Z
NOTES
W
•° 6' 0" T-0"
0
Z
U)
Z
1. Portland cement concrete (type II recommended) for the inlet base
Q
\�
shall have a minimum compressive strength of 4,000 psi.
�
0
J
a . •.
2. Where corrugated aluminum or aluminized steel pipe is used, all
0
(n
a
areas where the pipe is to be in contact with concrete shall be painted with
W
a
• d
• .
BARREL CMP
a black bituminous enamel paint.
�'w)
V
PLAN VIEW
1 hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge R
f and that I am a duly : Q SEAL { I
licensed PrI g' er under the 048820 ;' = SHEET NUMBER
laws of the o th ar ina. . Y� • �. ;
Signature) `j; 81N`�.�Q�
NOTE: See Site / Mine Map Legend for plan view features. Date: 12/08/2021 12 OF 34

000
�� \
\\
\ DITCH NO. 16
� i
Cp OUTLET PROTECTION
cb� \ (SHEET 34 OF 34)
FLUME
A
-,--'DITCH NO. 16 _
POI OF POND
.00
851.48
1 + +
+I
NAD-83
` X - k � NC-SPCS
POND ACCESS ROAD
ZSILT FENCE
(SEE SHEET 32 OF 34)
RAW.e....,.,"
.;:�:•:
- ,••.• •M
i .�
850
EXISTING GROUND
800
0+00
1 EMERGENCY SPILLWAY 850
CHUTE SECTION
(SEE DETAILS THIS SHEET)
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK 848
AND 60 FT OF 30 IN. CMP OUTLET PROTECTION
(SEE SHEET 34 OF 34)
POND ACCESS ROAD 00 .01 846
PLAN VIEW: SEDIMENT BASIN NO. 5
SCALE: 1" = 50'
Q25 HWD EL. 852.48
NORMAL POOL EL. 851.48
900
50% CLEAN OUT EL. 848.73
�I I� 4 ft.
850
?'7
BOTTOM EL. 845.0
•11
�I 14 ft.
CREST 855.0 850
1.5%
EXISTING GROUND r OUTLET PROTECTION
(SEE SHEET 34 OF 34)
800 800
0+00 0+50 1+00 1+50 2+00
FILL MATERIAL
' PRINCIPLE SPILLWAY
Cross Section A-A
72" SQUARE CONCRETE RISER
Scale: 1" = 50' W/ TRASH RACK AND 60 FT OF 30" CMP
Q25 HWD EL. 852.48
50% CLEAN OUT EL. 848.73 NORMAL POOL EL. 851.48
�I I� 14 ft. 14 ft.
,Z 1
? BOTTOM EL. 845.0 2
0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
2' I~
2+50
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
14 FT ACCESS
CREST EL. 855.00
3+00
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
850
800
3+50
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 35.00
Wetted Perimeter: 37.34
Area of Wetted Cross Section: 18.89
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 32.19 cfs
Depth of Flow: 0.52 feet
Velocity: 1.70 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
1.09 ft.
35.00 ft.
0.52 ft.
1.00ft. Freeboard
2
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
SEDIMENT BASIN NO. 5 PRINCIPLE
SPILLWAY
19.54 ft.
1
Outflow
Total Discharge:
45.2490 cfs
2 15.00 ft.
Water Surface Elevation:
852.48 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Channel Design (Non -Erodible)
Outlet #1: Sediment Basin 5 Principle Spillway, Drop Pipe
Riser Top Elev:
851.48 ft
Channel Type: Trapezoidal, Equal Side Slopes
Riser Base Elev:
845.00 ft
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Riser Diameter:
72.00 in
Base Dimension: 15.00
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Wetted Perimeter: 15.60
Culvert Length:
60.00 ft
Area of Wetted Cross Section: 2.06
Culvert Diameter:
30.00 in
Culvert Invert In:
849.21 ft
Channel Slope: 50.0000
Culvert Friction Coefficient:
0.02
Manning's n of Channel: 0.0175
Culvert Entrance Loss Coefficient: 0.90
Discharge: 32.19 cfs
Depth of Flow: 0.14 feet
Discharge:
45.25 cfs
Velocity: 15.59 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
�1 01.O66. Freeboard
2
RISER DETAILS
855.00
854.00
853.00
852.00
J 851.00
U)
c
O 850.00
m
LLJ 849.00
848.00
847.00
846.00
845.00
0.00
ELEV
(ft)
845.00
846.00
847.00
848.00
848.73
849.00
850.00
851.00
851.48
852.00
853.00
853.48
855.00
Stage Storage Curve
SEDIMENT BASIN NO. 5
0.50
1.00 1.50
2.00
2.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 5
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
N/A
N/A
0.1480
N/A
N/A
0.1669 0.1575 1.00
0.1539
0.1539
1.00
N/A
N/A
0.1858 0.1763 1.00
0.1728
0.3267
2.00
N/A
N/A
0.2053 0.1955 1.00
0.1919
0.5186
3.00
N/A
N/A
0.2201 0.2127 0.73
0.1555
0.6741
3.73
N/A
N/A
0.2255 0.2154 0.27
0.0561
0.7302
4.00
N/A
N/A
0.2461 0.2358 1.00
0.2319
0.9621
5.00
N/A
N/A
0.2675 0.2568 1.00
0.2528
1.2149
6.00
N/A
N/A
0.2779 0.2727 0.48
0.1309
1.3458
6.48
N/A
N/A
0.2891 0.2783 0.52
0.1433
1.4891
7.00
N/A
N/A
0.3117 0.3004 1.00
0.2962
1.7853
8.00
N/A
N/A
0.3217 0.3167 0.48
0.1520
1.9373
8.48
N/A
N/A
0.3535 0.3326 1.52
0.5091
2.4464
10.00
>TRUCTURE
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 3
TRASH RACK1 `' ; r. EMERGENCY SPILLWAY
-,,�';, y--
1 MIN.i=lill=fill-iili=1111�lii�iVl=i 20.
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BARREL
PIPE
� I
ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
Z. a,
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL NOT TO SCALE
TRASH RACK
RISER BUOYANCY CALCULATION
+ CREST EL. 855.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 853.48
times the upward force.
NORMAL POOL EL. 851.48
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I
1
"
1 F
SQUARE
72" Square Concrete Riser
o
EXISTING GRADE 50% CLEANOUT EL. 848.73
i CONCRETE i
1 RISER 1
�V ��V
��
Height = Approximately 7'
Weight = 17170 lb
6.48' I
I I
A�
���
I I
F----- ;---------1
Where:
Riser Weight = 17170 lb
BOTTOM OF POND EL. 845.00
� °°30"
ZA.
DIA BARREL CMPWeight
of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
° • a d°
° d °
Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 Ib/ft3 = 2700 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 17170 lb + 2700 lb = 19870 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 252 ft' x 62.4 Ib/ft3 = 15725 lb
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
19870 lb > 15725 lb x 1.25
19870 Ib > 19656 Ib
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge an beli f ingie
d t I am a duly
licensed Prdel
siQqnjunder the
laws of thebf hr lina.
1. (Signature)
Date: 12/08/2021
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048820 SHEET NUMBER
�� B . .�'�� 13 OF 34
fl���riir�t�yti

1�
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PLAN VIEW: SEDIMENT BASIN NO. 6
SCALE: 1" = 50'
Q25 HWD EL. 849.51
900 NORMAL POOL EL. 848.51 900
PRINCIPLE SPILLWAY
50% CLEAN OUT EL. 845.68 72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 50 FT OF
30" CMP
850 14 ft. CREST 852.0 850
BOTTOM EL. 842.0 21 1.5%
EXISTING GROUND
OUTLET PROTECTION
800 (SEE SHEET 34 OF 34) 800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
Q25 HWD EL. 849.51
50% CLEAN OUT EL. 845.68
- NORMAL POOL EL. 848.51 900
EXISTING GROUND
850 �- 14 ft. 14 ft. 850
BOTTOM EL. 842.0
800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
14 FT ACCESS
CREST EL. 852.00
800
2+50 3+00 3+50
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
41.35 ft.
I F 0.59 ft.
1y 1.00ft. Freeboard
2 2
35.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 35.00
Wetted Perimeter: 37.63
Area of Wetted Cross Section: 21.28
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 39.08 cfs
Depth of Flow: 0.59 feet
Velocity: 1.84 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
46.7834 cfs
Water Surface Elevation:
849.51 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 6 Principle Spillway, Drop Pipe
Riser Top Elev:
848.51 ft
Riser Base Elev:
842.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
50.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
846.15 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
46.78 cfs
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
19.61 ft.
1 � 0
2 15.00 ft. 2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 15.68
Area of Wetted Cross Section: 2.32
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 39.06 cfs
Depth of Flow: 0.15 feet
Velocity: 16.81 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
1 0155ff
.00tft. Freeboard
852.00
851.00
850.00
849.00
J 848.00
O 847.00
CZ
a�
W 846.00
845.00
844.00
843.00
842.00
0.00
ELEV
(ft)
842.00
843.00
844.00
845.00
845.68
846.00
847.00
848.00
848.51
849.00
850.00
850.41
852.00
Stage Storage Curve
SEDIMENT BASIN NO. 6
0.60
1.20 1.80 2.40
3.00
3.60
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 6
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
N/A
N/A
0.2034
N/A
N/A
0.2248 0.2141 1.00
0.2100
0.2100
1.00
N/A
N/A
0.2463 0.2355 1.00
0.2315
0.4415
2.00
N/A
N/A
0.2684 0.2574 1.00
0.2532
0.6946
3.00
N/A
N/A
0.2839 0.2762 0.68
0.1891
0.8837
3.68
N/A
N/A
0.2911 0.2798 0.32
0.0864
0.9701
4.00
N/A
N/A
0.3143 0.3027 1.00
0.2983
1.2684
5.00
N/A
N/A
0.3381 0.3262 1.00
0.3217
1.5901
6.00
N/A
N/A
0.3505 0.3443 0.51
0.1756
1.7657
6.51
N/A
N/A
0.3625 0.3503 0.49
0.1701
1.9358
7.00
N/A
N/A
0.3875 0.3750 1.00
0.3703
2.3061
8.00
N/A
N/A
0.3971 0.3923 0.41
0.1608
2.4669
8.41
N/A
N/A
0.4342 0.4108 1.59
0.6562
3.1231
10.00
RISER STRUCTURE
TRASH
TOP OF EMBANKMENT
V MIN.
�pF.
10 H
EMERGENCY SPILLWAY
BARREL
PIPE
ANTIFL TATION BLOCK SECTIONAL VIEW t CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COI FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6,65.
TYPICAL EMBANKMENT DETAIL NOT TO SCALE
RISER DETAILS
TRASH RACK CREST EL. 852.00 RISER BUOYANCY CALCULATION
1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 850.41 times the upward force.
NORMAL POOL EL. 848.51 1' MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1 F
I I
I 72" Square Concrete Riser
CONCRETE
EXISTING GRADE 50% CLEANOUT EL. 845.68 RISER i Height Approximately 7
6.51' I �V ��V ��A� ��� Weight = 17170 lb
I I
I I
F------- --------11 Where:
-------- �V \V AV��
Riser Weight = 17170 lb
° d
BOTTOM OF POND EL. 842.00 d . d ° °• ° 30" DIA BARREL CMP Weight of Riser Fill = (Length x Width x Depth) x Unit Weight of Concrete
° ° d • a
< e ° d°
° d ° Weight of Riser Fill = (6 ft x 6 ft x 0.5 ft) x 150 lb/ft' = 2700 lb
ANTI -FLOTATION RISER FILL ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE) Structure Weight = 17170 lb + 2700 lb = 19870 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 252 ft' x 62.4 Ib/ft3 = 15725 lb
72 SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
_ Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
• d 9
d ° 19870 lb > 15725 lb x 1.25
O 'd < °
a ° 19870 Ib > 19656 Ib A
° < ° I
da
d °
'd � °
• °
° BARREL CMP
d
A
d e ° ° < ° °
d °
° d ' a
O A °< ° a
�--
PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and beli f and that I am a duly
licensed Pro e si n �g�ker, under the
laws of the tei�f o h ar ina.
(, ' (Signature)
Date: 12/08/2021
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PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and beli f and that I am a duly
licensed Pro e si n �g�ker, under the
laws of the tei�f o h ar ina.
(, ' (Signature)
Date: 12/08/2021
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048820 SHEET NUMBER
:gam `NeiN •'
0 14 OF 34

POND ACCESS ROAD
BOTTOM OF POND
EL. 840.00
-X--x,7X`k�_}� X
CREST OF POND -X-X- -X-X X
EL. 850.00
50% CLEAN OUT EL. 843.50
NORMAL POOL EL. 846.34
- ---
Eire,
1
POROUS BAFFLES (TYP.)
DITCH NO. 20 (SEE SHEET 32 OF 34)
OUTLET PROTECTION
(SEE SHEET 34 OF 34) A
POND ACCESS ROAD
X-X_ --
X
_X _X_X_X_X_X_
NAD-83
--NC-SPCS
B�
x SILT FENCE
(SEE SHEET 32 OF 34)
PRINCIPLE SPILLWAY
" SQUARE CONCRETE RISER W/ TRASH RACK
AND 54 FT OF 36 IN. CMP
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. 848.34 A
\-
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
�\ \ \
PLAN VIEW: SEDIMENT BASIN NO. 7
SCALE: 1" = 50'
Q25 HWD EL. 847.34 -
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
56.65
1
2
50.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 50.00
Wetted Perimeter: 52.97
Area of Wetted Cross Section: 34.09
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 68.22 cfs
Depth of Flow: 0.66 feet
Velocity: 2.00 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY
Outflow
900
NORMAL POOL EL. 846.34 900
Total Discharge: 78.4987 cfs
Water Surface Elevation: 847.34 ft
EXISTING GROUND
Tailwater Elevation: 0.00 ft
50% CLEAN
OUT EL. 843.50
Detention Base Elevation: 0.00 ft
EMERGENCY SPILLWAY
848.34
Outlet #1: Sediment Basin 7 Principle Spillway, Drop Pipe
850
14 ft. 850
CREST 850.00
Riser Top Elev: 846.34 ft
2.�
Riser Base Elev: 840.00 ft
BOTTOM EL. 840.0
Riser Length: 72.00 in
OUTLET PROTECTION
Riser Width: 72.00 in
(SEE SHEET 34 OF 34)
Orifice Coefficient: 0.50
Weir Coefficient: 3.33
800
800
Culvert Length: 54.00 ft
0+00
0+50 1+00 1+50 2+00 2+50
Culvert Diameter: 36.00 in
Culvert Invert In: 842.87 ft
Cross Section A -A' PRINCIPLE SPILLWAY
Culvert Friction Coefficient: 0.02
Scale: 1" - 50' 72" SQUARE CONCRETE RISER
Culvert Entrance Loss Coefficient: 0.90
W/ TRASH RACK AND 54 FT OF 36" CMP
Discharge: 78.50 cfs
Q25 HWD EL. 847.34
50% CLEAN OUT EL. 843.50 NORMAL POOL EL. 846.34
850
BOTTOM EL. 840.0
800
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL
1L
EXISTING GROUND
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
14 ft.
�1
•01
14 FT ACCESS
CREST EL. 850.00
800
3+50 4+00 4+50
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
29.6252
__L
0.1gg61ft. Freeboard
1I 1 r0.11SAft. board
I \ 0 1
2 2 25.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 25.00
Wetted Perimeter: 25.70
Area of Wetted Cross Section: 3.96
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 68.24 cfs
Depth of Flow: 0.16 feet
Velocity: 17.25 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
tage orage urve
SEDIMENT BASIN NO. 7
850.00
(
O50
849.00
848.00
EMERGEN
SPILLWAY
(84
847.00
PRINCIPAL
PILLWAY
8
6.34
846.00
C
O
845.00
CZ
>
N
IJJ 844.00
843.00
CLE
OUT LEVEL
(843.50)
842.00
841.00
840.00
0.00
0.60
1.20
1.80
2.40 3.00 3.60
4.20
4.80
5.40
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 7
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
840.00
N/A
N/A
0.3761
841.00
N/A
N/A
0.4069 0.3915 1.00
0.3861
0.3861
1.00
842.00
N/A
N/A
0.4374 0.4221 1.00
0.4168
0.8029
2.00
843.00
N/A
N/A
0.4685 0.4530 1.00
0.4475
1.2504
3.00
843.50
N/A
N/A
0.4844 0.4764 0.50
0.2381
1.4885
3.50
844.00
N/A
N/A
0.5003 0.4844 0.50
0.2408
1.7293
4.00
845.00
N/A
N/A
0.5326 0.5164 1.00
0.5108
2.2401
5.00
846.00
N/A
N/A
0.5657 0.5491 1.00
0.5434
2.7835
6.00
846.34
N/A
N/A
0.5771 0.5714 0.34
0.1943
2.9778
6.34
847.00
N/A
N/A
0.5993 0.5825 0.66
0.3824
3.3601
7.00
848.00
N/A
N/A
0.6336 0.6165 1.00
0.6105
3.9706
8.00
848.34
N/A
N/A
0.6445 0.6390 0.34
0.2173
4.1879
8.34
850.00
N/A
N/A
0.6977 0.6657 1.66
1.1085
5.2964
10.00
TOP OF EMBANKMENT
R15ER STRUCTURE ■�
\ TRASH RACK? EE SHT 34 OF EMERGENCY SPILLWAY
- lfA-1�fI=TSI�=IR=1l'i
i'MIN, �il11=1111=IIIl=ltii=lifl=1111
E I1ll`i+il=lfli�ll11=1li Illl l�l��IflI lll+?O_7
�sw°e iI�1dIP=llli�1111=illl=llid=ldl �41i1�11��lili =III-.. °pF
liSi+gill!igz 911I1Illi 11111ISI illlgIi i111Iij! i f �lli k41�l�I;111IIII+Ij lllt�llt 1�111i
BARREL
PIPE
I
SECTIONAL VI EW t CUT-OFF ANTI -SEEP STABILIZED
TRENCH COLLAR OUTLET
2' DEEP
1.1
ANTIFLO A ION BLOCK
STRUCTURE
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPIES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 850.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 848.34
times the upward force.
NORMAL POOL EL. 846.34
1' MIN.
I __F_
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1
72" Square Concrete Riser
EXISTING GRADE 500/0 CLEANOUT EL. 843.50
CONCRETE I
RISER i
�V
Height Approximately 7
Weight = 17,170 lb
6.34' I
I I
A� i I
I I
F_-----a--------n
Where:
.. . a
I_-�
�� �� ��� ��
--------'
Riser Weight = 17,170 lb
°° d
BOTTOM OF POND EL. 840.00 d
° `"°36"
Z-A
DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
° d a
e ° d°
° d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 17,170 lb + 3675 lb = 20845 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72 SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
� d
s
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
a
°
° °
20845 lb > 13,478.4 lb x 1.25
a
20845 lb > 16,848 lb
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge an bell f yd that I am a duly
licensed Pro a sir Igjrtlee� under the
laws of the tel bf h ffC��ar lina.
NOT TO SCALE
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048820 SHEET NUMBER
CC�_ �+�,,,, 1►► 15 OF 34
PLAN VIEW
N.T.S.
NOTE: See Site / Mine Map Legend for plan view features.
1 (Signature)
Date: 12/08/2021

EMERGENCY SPILLWAY DETAIL
Stage Storage Curve
SEDIMENT BASIN NO. 8
FLUME
WASTE ROCK PILE -
ACCESS ROAD OUTLET PROTECTION
(SEE SHEET 34 OF 34)
87��
870 �-
B BOTTOM OF POND
EL. 870.00
POND ACCESS ROAD
\� EMERGENCY SPILLWAY
CREST OF POND L EL CONTROL SECTION EL. 878.45
EL. 880.00 - - - (SEE DETAILS THIS SHE
50% CLEAN OUT EL. 874.26
EMERGENCY SPILLWAY
NORMAL POOL EL. 877.45 _ X X - X x CHUTE SECTION
X - X - x - ^ (SEE DETAILS THIS SHEET)
X-X
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34) --
VEGETATED EXIT CHANNEL -
PLAN VIEW: SEDIMENT BASIN NO. 8
SCALE: 1" = 50'
50% CLEAN OUT EL. 874.26
FUTURE 20 FT. BENCH NORMAL POOL EL. 877.45
900 Q25 HWD EL. 878.45
14 ft. CRI
? 7 T. 1 0
BOTTOM EL. 870.0
850
14 FT ACCESS RD.
CHANNEL
EXISTING GROUND
800
0+00 0+50 1+00 1+50 2+00
Cross Section A -A'
Scale: 1" = 50'
50% CLEAN OUT EL. 874.26
NORMAL POOL EL. 877.45
900 Q25 HWD EL. 878.45
BOTTOM EL. 870.0
850
800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section B-B'
= 30" CMP Scale: 1" = 50'
FILL MATERIAL
- - -1 L
LEVEL CONTROL SECTION
N.T.S.
_a
DITCH NO. 22
0_0111111�
POND ACCESS ROAD
1
1
2 2
50.00 ft.
-83
NC-SPCS
Channel Design (Non -Erodible) Wetted Perimeter: 52.45 Discharge: 49.39 cfs
PRINCIPLE SPILLWAY 72" SQUARE Area of Wetted Cross Section: 27.97 Depth of Flow: 0.55 feet
CONCRETE RISER W/ TRASH RACK Channel Type: Trapezoidal, Equal Side Slopes Velocity: 1.77 fps
AND 46 FT OF 30 IN. CMP Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap
X Base Dimension: 50.00
SILT FENCE
(SEE SHEET 32 OF 34) EMERGENCY SPILLWAY DETAIL
OUTLET PROTECTION CHUTE SECTION
(SEE SHEET 34 OF 34) / N.T.S.
MINE PERMIT BOUNDARY 1 L`
2
L
(v
c
0
m
25 ft. -�
900
0
d
ST 880.0
uio
OUTLET PROTECTION 850
(SEE SHEET 34 OF 34)
F-31 ,
2+50 3+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 46' FT OF 30" CMP
14 FT ACCESS 900
CREST EL. 850.00
14 ft.
EXISTING GROUND
3+00
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
3+50
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
850
800
4+00
24.
20.00 ft. -
EXIT CHANNEL DETAIL
N.T.S.
26.31
1
2
- 20.00 ft.
SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
50.3563 cfs
Water Surface Elevation:
878.45 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 8 Principle Spillway, Drop Pipe
Riser Top Elev:
877.45 ft
Riser Base Elev:
870.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
46.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
874.62 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
50.36 cfs
5ff
1 0.1FTreeboard
I
OT Mtf Freeboard
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.66
Area of Wetted Cross Section: 2.99
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 49.36 cfs
Depth of Flow: 0.15 feet
Velocity: 16.53 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slope
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 22.59
Area of Wetted Cross Section: 12.25
Channel Slope: 1.0000
Manning's n of Channel: 0.0245
Discharge: 49.38 cfs
Depth of Flow: 0.58 feet
Velocity: 4.03 fps
Channel Lining: Vegetated
Freeboard: 1.00 feet
RISER DETAILS
-1.00ft.Freeboard
880.00
879.00
878.00
877.00
J 876.00
2i
c
O 875.00
>
a)
Lu 874.00
873.00
872.00
871.00
870.00
0.00
ELEV
(ft)
870.00
871.00
872.00
873.00
874.00
874.26
875.00
876.00
877.00
877.45
878.00
878.45
880.00
RE
EMERGENCY SPI LWAY (878.45)
*PRINCIPAJ SPILLWAY (877.45
i
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 8
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
N/A
N/A
0.2648
N/A
N/A
0.2922 0.2785 1.00
0.2734
0.2734
1.00
N/A
N/A
0.3194 0.3058 1.00
0.3008
0.5742
2.00
N/A
N/A
0.3473 0.3333 1.00
0.3283
0.9025
3.00
N/A
N/A
0.3759 0.3616 1.00
0.3564
1.2589
4.00
N/A
N/A
0.3836 0.3797 0.26
0.0988
1.3577
4.26
F
0.3906 0.74
0.2864
1.6442
5.00
w
N/A
N/A
0.4053
N/A
N/A
0.4203 1.00
0.4354
0.4148
2.0590
6.00
0
0.4507 1.00
0.4451
2.5041
7.00
N/A
N/A
0.4660
J
N/A
N/A
0.4801 0.4731 0.45
0.2129
2.7170
7.45
_j
La
N/A
N/A
0.4817 0.55
0.4974
0.2631
2.9801
8.00
0
0.5040 0.45
0.2268
3.2069
8.45
N/A
N/A
0.5107
c
a
0.5269 1.55
0.8212
4.0282
10.00
. 5
0
N/A
N/A
0.5564
5
0)
N
5
°3
TOP OF EMBANKMENT o N
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 i';i +' i;r Z
- EMERGENCY SPILLWAY
1'MIN.,i�4Z11=1�4Z-IPfl�4�l{�1111�IIfZ=��.
QQ� �llll�=l�i1=]lil-�111I�lIll-�JIII-�II1�-1111_llll 1srn
o1�V I�1fsZ=flfl�l�l��ifl��l�la'=1iV=Illl-lllltl2l242- j0F
�. SdS�_f�fl-flfl�lil�=lill�lrlr�ll{r�irll-Jili�JrJI�JiJt=l�lr`1�
liil^Illd�llll flllldl-ll1 1111 llll 1113 Il1i�
a `''. L 1l1.U11l.UfdfLL.UdlL.UJd L.
ANTIFLOTAT ION BLOCK SECTIONAL VIEW t CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
TRASH RACK
RISER BUOYANCY CALCULATION
+ CREST EL. 880.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 878.45
times the upward force.
NORMAL POOL EL. 877.45
1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1F
72" Square Concrete Riser
�510CLEANOUT EL. 874.26
GRADEI
I CONCRETE I
RISER I I
�� \\�\ \
Height = Approximately 8EXISTING
Weight = 19,120lb
I 7.45' I
I I
\
Ili
I I
F ------- ------- i
Where:
r. < .^.
a..
d.
\\\J III
_ _�____-_-_I
Riser Weight = 19,220 lb
a d
A�
BOTTOM OF POND EL. 870.00
° .
"O " °•
a°
30" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
da a d � e
< A
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 lb/ft' = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 3675 lb = 22795 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 17971.2 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
NA_
_
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
22795 Ib > 13,478.4 Ib x 1.25
22795 lb > 22,464 lb
PLAN VIEW
1[9)t1111:110
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features.
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and elie a d that I am a duly
licensed Pro ioPloll'
Ebina.
under the
laws of the e f
4 (Signature)
Date: 12/08/2021
NOT TO SCALE
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S EAL�g� ' � -
': 04e820izz SHEET NUMBER
4`C,IN
►�(����+� 16 OF 34

SECTIONEMERGENCY SPILLWAY
CHUTE
SEE DETAILS THIS SHEET)
CENTERLINE CUTOFF TRENCH
EMERGENCY SPILLWAY
\,
LEVEL
CONTROL SECTION:1
JDETAILS
PRINCIPLESPILLWAYSQUARE
CONCRETERISER TRASHRACK
AND 63 FT OF 30 IN. CMP
EL. 860.00
B � I>
NORMALPOOL EL. 856.07
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF
1
d�
-.
�ii��llll�llll
III.
PLAN VIEW: SEDIMENT BASIN NO. 9
SCALE: 1" = 50'
1 - SILT FENCE
(SEE SHEET 32 OF 34)
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
RISER DETAILS
Stage Storage Curve
EMERGENCY SPILLWAY DETAIL
Channel Design (Non -Erodible)
SEDIMENT BASIN N0. 9
LEVEL CONTROL SECTION
N.T.S.
Channel Type: Trapezoidal, Equal Side Slopes
860.00
sT UCTURE
�
Z
Dimensions: Left Side Slope 2.00:1
(86o.00j
_
Right Side Slope 2.00:1
Base Dimension: 20.00
-
J
Q
27.7276
Wetted Perimeter: 24.17
858.00 EM RGENCY SPILLWAY (858.07)
1.00ft. Freeboard
Area of Wetted Cross Section: 20.37
1
T
0.93 ft. t
Channel Slope: 0.1000
2 20.00 ft.
Manning's
EMERGENCY SPILLWAY DETAIL Channel Design (Non -Erodible)
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
N.T.S. Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
15.74 ft. Wetted Perimeter: 11.95
0.44 ft. � Area of Wetted Cross Section: 4.74
1 1 1.00ft. Freeboard
Channel Slope: 18.0000
2 10.00 ft.2 � Manning's n of Channel: 0.0330
-�
Discharge: 48.83 cfs
Depth of Flow: 0.44 feet
Velocity: 10.31 fps
Channel Lining: Grouted Rock Rip -Rap
Freeboard: 1.00 feet
L
50% CLEAN OUT EL. 853.56 \
Q25 HWD EL. 857.07 -1
CREST 860.0 14 ft.
850
BOTTOM EL. 850.0
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
800
0+00 0+50 1+00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 63 FT OF 30" CMP
50% CLEAN OUT EL. 853.56 -
900
Q25 HWD EL. 857.07 �
NORMAL POOL EL. 856.07
1+50 2+00 2+50 3+00 3+50
Cross Section A -A'
NORMAL POOL EL. 856.07
14 FT ACCESS 900
r CREST EL. 860.00
850 �� - ' �� - -
BOTTOM EL. 850.0
21
850
800 800
0+00 0+50 1+00 1+50 2+00 2+50
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK CREST EL. 860.00 RISER BUOYANCY CALCULATION
V FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 858.07 times the upward force.
NORMAL POOL EL. 856.07 1' MIN.
I 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I 1
I I
I 72" Square Concrete Riser
CONCRETE
°I I Height = Say 6
50 /° CLEANOUT EL�853.5�1 RISER\IWeight - 15,220 Ib
EXISTING GRADEi 6.07' i \ \ \ \ -
I I
I I
F----- --7- 1 Where:
Riser Weight - 15,220 lb
BOTTOM OF POND EL. 850.00 d . Id ' < d•• 30" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
° d ° Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE) Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 13,478.4 lb
72" SQUARE CONCRETE RISER ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
4. ° I • a 18895 lb > 13,478.4 lb x 1.25
� •
° L
18895 lb > 16,848 lb
•
A
e.•
Z \ \ \\ NOTES
1. Portland cement concrete (type II recommended) for the inlet base
V A\�AV ��shall have a minimum compressive strength of 4,000 psi.
d . -. ° 2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
d • BARREL CMP a black bituminous enamel paint.
.°
d < • ° < ° ° °
d • • °
v d ° °
° ° d
a ° d °
• a ° d
IAs/
n
N.T.S.
Scale: 1" = 50'
4+00 4+50 5+00 5+50
SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY
Outflow
•11
850
800
6+00
A\X/�,//\\X//�// ) 116
852.00
850.00
N.T.S.
Scale: 1" = 50'
4+00 4+50 5+00 5+50
SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY
Outflow
•11
850
800
6+00
A\X/�,//\\X//�// ) 116
852.00
850.00
0.00
0.80
1.60 2.40 3.20
4.00
4.80
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 9
-
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
-
850.00
N/A
N/A
0.2370
-
851.00
N/A
N/A
0.2601 0.2485 1.00
0.2442
0.2442
1.00
852.00
N/A
N/A
0.2838 0.2719 1.00
0.2676
0.5118
2.00
853.00
N/A
N/A
0.3192 0.3015 1.00
0.2917
0.8035
3.00
853.56
N/A
N/A
0.3447 0.3320 0.56
0.1849
0.9883
3.56
854.00
N/A
N/A
0.3650 0.3421 0.44
0.1480
1.1364
4.00
855.00
N/A
N/A
0.4126 0.3888 1.00
0.3801
1.5165
5.00
856.00
N/A
N/A
0.4610 0.4368 1.00
0.4279
1.9444
6.00
856.07
N/A
N/A
0.4644 0.4627 0.07
0.0324
1.9768
6.07
857.00
N/A
N/A
0.5100 0.4855 0.93
0.4441
2.4209
7.00
858.00
N/A
N/A
0.5598 0.5349 1.00
0.5258
2.9467
8.00
858.07
N/A
N/A
0.5630 0.5614 0.07
0.0393
2.9860
8.07
860.00
N/A
N/A
0.6522 0.6060 1.93
1.1639
4.1499
10.00
FILL MATERIAL
1L
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r 2' MAXIMUM IF NOT CUT TO BEDROCK
00 I 0
>
Total Discharge: 50.1905 cfs 1
Water Surface Elevation: 857.07 ft
Tailwater Elevation: 0.00 ft � L
Detention Base Elevation: 0.00 ft 2'
Outlet #1: Sediment Basin 9 Principle Spillway, Drop Pipe SUITABLE EARTHEN MATERIAL
Riser Top Elev: 856.07 ft COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
Riser Length: 72.00 in
Riser Base Elev: 0.00 ft WITHIN ±2% OPTIMUM MOISTURE
Riser Width: 72.00 in CUTOFF TRENCH DETAIL CONTENT
Orifice Coefficient: 0.50 N.T.S.
Weir Coefficient: 3.33
Culvert Length: 63.00 ft
Culvert Diameter: 30.00 in
Culvert Invert In: 853.00 ft
Culvert Friction Coefficient: 0.02
Culvert Entrance Loss Coefficient: 0.90 0 rn
z
N O m
Discharge: 50.19 cfs Y Q N 0 o_
J Z :2 \ (!) O
LJ Q :2 00 Q
H
O
z �
w w
Z Y bi w Oz
(n Q w Q O J
W � = Q U 0_
0 0 U 0 U) I 0- I li
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 '•: %;; `d i ; . r .
�f11=�H1 I it it ltJl ll11� EMERGENCY SPILLWAY
V MIN. 11=1111=1111=1111=1111=I111=1111= Z.
Jill �zs�
s�-° Il=1111=1111=1111=1111=1111=1111=1111=1111=1111=1111= °pF
,Lo.ti-JlllE ll_=Jill =f111= flit =ftfl_=Jill=itll=Jill �Jill =1111=J1iti=lI
I1i1=1111:=I111==1111:=1111=1111:=1i11'=1111==IUI�I�L==1111:=I111:=IUI:= 1111
ANTIFLOTATION BLOCK
SECTIONAL VIEW CUTOFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
ANTI-SEEP STABILIZED
COLLAR OUTLET
NOTE: See Site / Mine Map Legend for plan view features.
BARREL
PIPE
NOT TO SCALE
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and beli f and that I am a duly
licensed Pro�e siiQn iI ng� under the
laws of the tel6f o ar lina.
1 (Signature)
Date: 12/08/2021
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04ee20 SHEET NUMBER
8, CC�_ �+���1►� 17 OF 34

CONCENTRATE PLANT/CONVERSION PLANT+'
CONVEYOR ACCESS ROAD NO. 1 X
\CONVEYOR
0*X-X-X -X- -
k
30 ft. Stream Buffer DITCH NO. 4b
CREST OF POND
EL. 819.50', X PRINCIPLE SPILLWAY 72" SQUARE
UTLET PROTECTION CONCRETE RISER W/ TRASH RACK
1 -X-X- - / 7AND50FTOF36IN.CMP
1
EE SHEET 34 OF 34)
POROUS BAFFLES (TYP.)
NAD-
X (SEE SHEET 32 OF 34)
NC ,S
1
I
X EMERGENCY SPILLWAY
L11'
CONIIROL SECTION EL. = 817.88
1
SEE DETAILS THIS SHEET)
1
X EMERGENCY SPILLWAY
I CHUTE SECTION
\1
1
i (SEE DETAILS THIS SHEET)
1
X
I
1
1
I
�
1
1
x
----'
1
I
X11`
1
X
�-
1
X
xl
I'
X
NORMAL POOL EL. 815.88
1
X �
II
7
1
X
1
1 50% CLEAN OUT EL. 813.29
X SILT FENCE
i
BOTTOM
OF POND
EL. 810.00
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
1 � 1
I I
I (SEE SHEET 32 OF 34) 11
X X
1 I I -
X I
DELINEATED
1 X \ WETLANDS `
\
ill
ow
PLAN VIEW: SEDIMENT BASIN
•111
1\
• 10
SCALE:1
f-
EMERGENCY SPILLWAY DETAIL
/
LEVEL CONTROL SECTION
N.T.S.
58.47 ft.-
1
2
52.00 ft.
Channel Design (Non -Erodible) Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Discharge: 62.83 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.62 feet
Base Dimension: 52.00 Velocity: 1.91 fps
Wetted Perimeter: 54.76 Channel Lining: Grouted Rock Rip Rap
Area of Wetted Cross Section: 32.88 Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
♦
24.68 ft.
0.17 fft
FLUME
1 1 1.ON. Freeboard
T
/ 2 20.00 ft. 2 T
•W
t Freeboard
2 T
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.76
Area of Wetted Cross Section: 3.46
Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 62.85 cfs
Depth of Flow: 0.17 feet
Velocity: 18.18 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 813.29
850 Q25 HWD EL. 816.88 NORMAL POOL EL. 815.88
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
�I 14 ft. 819.50
- - - - - - - - - - - - - - 21
800 BOTTOM EL. 810.00
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 50 FT OF 36" CMP
750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section A -A'
•11
50% CLEAN OUT EL. 813.29
850 Q25 HWD EL. 816.88
CREST 819.50 t
Scale: 1" = 50'
900
NORMAL POOL EL. 815.88 850
800 BOTTOM EL. 810.00
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 819.50
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 817.88
times the upward force.
NORMAL POOL EL. 815.88
1' MIN.
I
� 2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I „ I
1
E
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 813.29
I I
CONCRETE
RISER i
I 5.88' I\\� A� A� A \ ��
Height Say 6
Weight = 15,220 lb
I I
���
I I
Where:
Riser Weight = 15,220 lb
BOTTOM OF POND EL. 810.00 a
° °°°°
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
X,d
A
° ° ° a° a °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 lb + 3675 lb = 18895 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
18895 lb > 13,478.4 lb x 1.25
I°
18895 lb > 16,848 Ib
PLAN VIEW
N.T.S.
14 FT ACCESS
CREST EL. 819.50 800
2+00 2+50
NOTES NOTES
4+00 4+50
SEDIMENT BASIN NO. 10 PRINCIPLE SPILLWAY
Outflow
•11
1
:11
750
5+00
Total Discharge:
79.9200 cfs
Water Surface Elevation:
816.88 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 10
Principle Spillway, Drop Pipe
Riser Top Elev:
815.88 ft
Riser Base Elev:
810.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
50.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
812.21 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
79.92 cfs
Stage Storage Curve
SB-10
820.00
816.00
814.00
812.00
)F STRUCTURE
Y (817.88)
810.00
0.00
0.90
1.80
2.70
3.60
4.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-10
-
ELEV.
Width
LENGTH
AREA AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
810.00
N/A
N/A
0.3091
811.00
N/A
N/A
0.3407 0.3249
1.00
0.3191
0.3191
1.00
812.00
N/A
N/A
0.3722 0.3564
1.00
0.3507
0.6699
2.00
813.00
N/A
N/A
0.4046 0.3884
1.00
0.3826
1.0525
3.00
813.29
N/A
N/A
0.4141 0.4094
0.29
0.1168
1.1693
3.29
814.00
N/A
N/A
0.4379 0.4213
0.71
0.2984
1.4677
4.00
815.00
N/A
N/A
0.4722 0.4550
1.00
0.4489
1.9166
5.00
815.88
N/A
N/A
0.5031 0.4876
0.88
0.4291
2.3457
5.88
816.00
N/A
N/A
0.5073 0.4897
0.12
0.0543
2.4000
6.00
817.00
N/A
N/A
0.5434 0.5253
1.00
0.5189
2.9189
7.00
817.88
N/A
N/A
0.5759 0.5596
0.88
0.4925
3.4114
7.88
818.00
N/A
N/A
0.5803 0.5619
0.12
0.0627
3.4741
8.00
819.50
N/A
N/A
0.6304 0.6054
1.50
0.9034
4.3775
9.50
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
FILL MATERIAL
r 2' MAXIMUM IF NOT CUT TO BEDROCK
1L
2'---11i�--
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 '•: :::; `d i:;
Jill jl1�11(I llll llll� EMERGENCY SPILLWAY
V MIN. 11=1111=1111=1111=1111=1111=1111= Z.
Q�=II11=11JI=11J1=lllI-J111=1111_=1111�1111_=J111 �zs�
o.tis�-° Il=1111=1111=1111=1111=1111=1111=1111=1111=1111=1111= °pF
Jill it 1111=Jill �Jill =11U=flit]=11
IIII- 11=I111=1111=1111=1111=IiI1=1111==11I1ALL;; I111:=Ii11:=IUI= 1111
ANTIFLOTATION BLOCK
SECTIONAL VIEW CUTOFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
1. Portland cement concrete (type II recommended) for the inlet base 2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all TYPICAL EMBANKMENT DETAIL
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features
BARREL
PIPE
In
z
w
0
0
U
Ld
Ld
0
Ir
0 w
O a
•N o
N
N w
a N
v �
0 N
0
Z
N
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3:
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N
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Y
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Q
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1-,0
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J
d
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w
a
M
ao
a
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m
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2
w
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a
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a
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0-
NOT TO SCALE W Q
a 0
IIjE ElIftJ1
I hereby certify that this document was ``��, OAp,,��i
prepared by me or under my direct personal
Q` eSS10 i
supervision and is correct to the best of my ;
knowledge and beli f aid that I am a duly c SEAL g�•:F
licensed Pro a si In I ng' a under the 048820 SHEET NUMBER
laws of the t f o r lina. fy� •r Q
(Signature) 13
Date. 12/08/2021 JJE E <<►► 18 OF 34

w i iiii/
DITCH NO. 31 /
FLUME
NAD
NC-S C I SILT FENCE % �+
" (SEE SHEET 32 OF 34) �+
x_
NORMAL OUTLET PROTECTION
POOL EL. 776.27
o (SEE SHEET 34 OF 34)
PRINCIPLE SPILLWAY 72" SQUARE
X
CONCRETE RISER W/ TRASH RACK
50% CLEAN OU 773.19 \ AND 60 FT OF 24 IN. CMP
0
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. = 778.27 �
(SEE DETAILS THIS SHEET)
OUTLET PROTECTION
SEE SHEET F 3 4 3 4 0
OT O
FP N
.78.0
EMERGENCY SPILLWAY
CHUTE SECTION / I
(SEE DETAILS THIS SHEET)
FLUME
/
POROUS BAFFLES (TYPX _ -� OUTLET PROTECTION
- .)
(SEE SHEET 32 OF' (SEE SHEET 34 OF 34)
CREST OF POND
EL. 780.00 �X
DITCH NO. 28
r
FLUME
PLAN VIEW: SEDIMENT BASIN NO. 11
SCALE: 1" = 50'
RISER DETAILS
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
26.93 ft.
1 1.00ft. Freeboard
2 2 0.73 ft.
20.00 ft. -
EMERGENCY SPILLWAY DETAIL Channel Design (Non -Erodible)
CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
N.T.S. Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 10.77
14.69 ft. Area of Wetted Cross Section: 1.79
1 1 0"1 0 tft. Freeboard Channel Slope: 50.0000
2 � 10.00 ft. 2 F Manning's n of Channel: 0.0175
Discharge: 32.48 cfs
Depth of Flow: 0.17 feet
Velocity: 18.15 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
:11
50% CLEAN OUT EL. 773.19 -
Q25 HWD EL. 777.27 -1
NORMAL POOL EL. 776.27
800
EXISTING GROUND
CREST 780.00 loft. 2
BOTTOM EL. 768.00
750
OUTLET PROTECTION 0+00 0+50 1+00 1+50
(SEE SHEET 34 OF 34)
Cross Section A -A'
PRINCIPLE SPILLWAY Scale: 1" - 50'
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 60 FT OF 24" CMP
50% CLEAN OUT EL. 773.19
Q25 HWD EL. 777.27 �
750
2+00
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 23.27
Area of Wetted Cross Section: 15.72
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 32.48 cfs
Depth of Flow: 0.73 feet
Velocity: 2.07 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
NORMAL POOL EL. 776.27
800 I 800
�{ 10 ft. 10 ft.
BOTTOM EL. 768.00
750 750
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section B-B' 10 FT ACCESS
CREST EL. 780.00
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 780.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 778.27
times the upward force.
NORMAL POOL EL. 776.27
EJEJ 100 DEJEJEJE10 000000 1'
MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I
1�
RE
72" Square Concrete Riser
° ANOUT EL.
EXISTING GRADE 50 /o CLE773.19
i CONCRETE i
I RISER
�V
��V ��A�
Height = Approximately 9'
Weight = 21,070 Ib
8.27 I
I I
���
I I
F----- ;-----7---1
Where:
I_-4--_---e--' �I
Riser Weight = 21,070 Ib
e` d^°
BOTTOM OF POND EL. 768.00 a <e
e 24" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
e d
e < A de � d e
Weight of Concrete Base = (7 ft x 7 ft x 0.75 ft) x 150 lb/ft' = 5,512.5 Ib
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 21,070 Ib + 5,512.5 Ib = 26,582.5 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 324 ft' x 62.4 Ib/ft3 = 20,217.6 Ib
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
1
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
< e
d <
<
< e e 9 4. e A e
a .
e
26,582.5 Ib > 20,217.6 Ib x 1.25
`4
4
26,582.5 Ib > 25,272 Ib
d e
e e v da
6-0" T-0"
e
d • ' e
A
d e
<e O
d a e a e
d e a e
d e
e d a
< ^ ° A4 A d
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
BARREL CMP a black bituminous enamel paint.
SEDIMENT BASIN NO. 11 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
38.9828 cfs
Water Surface Elevation:
777.27 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 11
Principle Spillway, Drop Pipe
Riser Top Elev:
776.27 ft
Riser Base Elev:
768.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
60.00 ft
Culvert Diameter:
24.00 in
Culvert Invert In:
771.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
38.98 cfs
780.00
779.00
778.00
777.00
J 776.00
C 775.00
0
j 774.00
W 773.00
772.00
771.00
770.00
769.00
768.00
0.00 0.50 1.00 1.50 2.00 2.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 11
A\X//�//\\X//�// ) 116
FILL MATERIAL
L
d :
Stage Storage Curve
SEDIMENT BASIN NO. 11
RE
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
768.00
N/A
N/A
0.0713
770.00
N/A
N/A
0.1071
0.0892
2.00
0.1716
0.1716
2.00
772.00
N/A
N/A
0.1455
0.1263
2.00
0.2450
0.4166
4.00
773.19
N/A
N/A
0.1701
0.1578
1.19
0.1874
0.6039
5.19
774.00
N/A
N/A
0.1869
0.1662
0.81
0.1369
0.7408
6.00
776.00
N/A
N/A
0.2316
0.2092
2.00
0.4098
1.1506
8.00
776.27
N/A
N/A
0.2381
0.2348
0.27
0.0634
1.2140
8.27
777.27
N/A
N/A
0.2620
0.2468
1.00
0.2500
1.4640
9.27
778.00
N/A
N/A
0.2794
0.2555
0.73
0.1882
1.6522
10.00
780.00
N/A
N/A
0.3255
0.3024
2.00
0.6002
2.2524
12.00
1L
2'---� 1i �--
� CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
ZX
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH
SHT 34
RASH RACK OF 34 • .� '• � ::. •`:� i:;:-;r• .
�11 I.��•I I�11(1�11JI�1111� EMERGENCY SPILLWAY
1� MIN. -loom1=1111=1111=1111=1111=I111=1111= Z.
Q�=II11=11JI=11J1.=11ll_-J111=1111_=1111�1111_=J111 �zs�
o.tis�-° Il=1111=1111=1111=1111=1111=1111=1111=1111=1111=1111= °pF
ti-ll)1=1111-=IIJ1=1111=1111=1111_= Jill .=1111.=1111�Jill =1111_=J111_=11
I1i1=1111:=I111==1111:=1111=1111:=1i11'=1111==IUIALL ==1111:=I111:=IUI:= 1111 = _
ANTIFLOTATION BLOCK SECTIONAL VIEW CUTOFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
ANTI-SEEP STABILIZED
COLLAR OUTLET
NOTE: See Site / Mine Map Legend for plan view features.
BARREL
PIPE
NOT TO SCALE
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and bell f and that I am a duly
licensed Pro
eunder the
laws of thetotgdarjina.
(Signature)
Date: 12/08/2021
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048820 'z z SHEET NUMBER
f f�,�„��•� 19 OF 34

(V 1
OUTLET PROTECTION
(SEE SHEET 34 OF 34) -�
00,
0
FLUME
FLUME
BOTTOM OF POND I
EL. 751.00
\\
DITCH NO. 35
k
ITCH NO. 32
k
/ OUTLET PROTECTION
(SEE SHEET 34 OF 34)
+♦ D 1
� D
+- /
/ J� +
+
1
X
/ 1
CREST OF POND
+i EL. 760.00
I� -
�+ 50% CLEAN OUT EL. 753.93
-� NORMAL POOL EL. 756.31
POROUS BAFFLES (TYP.)
A� (SEE SHEET 32 OF 34)
�OUTLET PROTECTION
(SEE SHEET 34 OF 34)
I EMERGENCY SPILLWAY
X LEVEL CONTROL SECTION EL. = 758.31
(SEE DETAILS THIS SHEET)
X EMERGENCY SPILLWAY
L X CHUTE SECTION
I (SEE DETAILS THIS SHEET)
X
X PRINCIPLE SPILLWAY
1 72" SQUARE CONCRETE RISER W/ TRASH RACK
X AND 55 FT OF 36 IN. CMP
X
I
X SILT FENCE
1 (SEE SHEET 32 OF 34)
X
I
X
I
X
1
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
l -
A- X-X -
X\v_
785
PLAN VIEW: SEDIMENT BASIN NO. 12
SCALE: 1" = 50'
N D-83
NC SPCS
X
-
EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
1
2
46.75 ft.
40.00 ft.
Channel Design (Non -Erodible)
EMERGENCY SPILLWAY DETAIL Channel Type: Trapezoidal, Equal Side Slopes
CHUTE SECTION Dimensions: Left Side Slope 2.00:1
N.T.S. Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.72
Area of Wetted Cross Section: 3.29
24.65 ft.
1 gg fft Channel Slope: 50.0000
0.
1 1 1. N. Freeboard Manning's In of Channel: 0.0175
2 20.00 ft. 2 Discharge: 57.93 cfs
Depth of Flow: 0.16 feet
Velocity: 17.61 fps
Channel Lining: Grouted Riprap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 753.931
Q25 HWD EL. 757.31
750
700
0+00
75
0
:ie
NORMAL POOL EL. 756.31
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
10 ft.
2 -CREST 7 0.0 750
BOTTOM�EL.51.
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK
- EXISTING GROUND AND 55 OF 36 CMP
700
0+50 1+00 1+50 2+00 2+50
Cross Section A -A'
L EXISTING GROUND
700
0+00 0+50
Scale: 1" = 50'
50% CLEAN OUT EL. 753.93
Q25 HWD EL. 757.31-1
NORMAL POOL EL. 756.31
BOTTOM EL. 751.0
1+00 1+50 2+00 2+50
Cross Section B-B'
Scale: 1" = 50'
RISER DETAILS
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 760.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
00000 00E]EIEFE00001
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 758.31
times the upward force.
NORMAL POOL EL. 756.31
1' MIN.
1
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1
72" Square Concrete Riser
o
EXISTING GRADE 50 /0 CLEANOUT EL. 753.93
CONCRETE i
I RISER 1
�V
Height = Approximately 6'
Weight = 15,220 Ib
1 5.31' 1
I I
A� ���
I I
F----- ;--------1
Where:
�.. •. . •°
--------- i
��� A� A�� ��
Riser Weight - 15,220 Ib
,
•�
BOTTOM OF POND EL. 751.00 dZ.A
• • A. •
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
d •e
• d
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 Ib
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 15,220 Ib + 3675 Ib = 18895 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 13,478.4 Ib
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
•
• d • �.
B ° •
18895 Ib > 13,478.4 Ib x 1.25
• . a,
18895 Ib > 16,848 Ib
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
3+00
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 40.00
gg f Wetted Perimeter: 43.08
0 1 OOtft. Freeboard Area of Wetted Cross Section: 28.46
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 57.97 cfs
Depth of Flow: 0.69 feet
Velocity: 2.04 fps
Channel Lining: Grouted Riprap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 12 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
79.9200 cfs
Water Surface Elevation:
757.31 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 12
Principle Spillway, Drop Pipe
Riser Top Elev:
756.31 ft
Riser Base Elev:
751.00 ft
Riser Diameter:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
55.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
752.00 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
79.92 cfs
10 ft.
750
10 FT ACCESS
CREST EL. 760.00
700
3+50 4+00
Stage Storage Curve
SEDIMENT BASIN NO. 12
760.00
759.00
758.00
J 757.00
07
O 756.00
CZ
a)
W 755.00
754.00
753.00
752.00
751.00
STRUCTURE
0.00
0.50 1.00
1.50
2.00 2.50 3.00 3.50
4.00
4.50 5.00
5.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 12
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
751.00
N/A
N/A
0.4071
752.00
N/A
N/A
0.4457 0.4264 1.00
0.4192
0.4192
1.00
753.00
N/A
N/A
0.4845 0.4651 1.00
0.4579
0.8771
2.00
753.93
N/A
N/A
0.5218 0.5031 0.93
0.4699
1.3470
2.93
754.00
N/A
N/A
0.5244 0.5044 0.07
0.0271
1.3741
3.00
755.00
N/A
N/A
0.5654 0.5449 1.00
0.5373
1.9114
4.00
756.00
N/A
N/A
0.6077 0.5865 1.00
0.5787
2.4900
5.00
756.31
N/A
N/A
0.6211 0.6144 0.31
0.1905
2.6805
5.31
757.00
N/A
N/A
0.6509 0.6293 0.69
0.4308
3.1113
6.00
758.00
N/A
N/A
0.6954 0.6732 1.00
0.6649
3.7762
7.00
759.00
N/A
N/A
0.7410 0.7182 1.00
0.7098
4.4860
8.00
760.00
N/A
N/A
0.7792 0.7601 1.00
0.7566
5.2426
9.00
FILL MATERIAL
1L
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK ySEE SHT 34 OF 34 ' : ::: `d i:; -;r• .
eon EMERGENCY SPILLWAY
1' MIN. 11=I111=1111=1111=I111=1111=1111= Z.o.
o.tis�-° Il=1111=1111=1111=1111=1111=1111=1111=1111=1111=1111= 010F
Jill =1111_=lI11=1111=1111=J111=fill=1111.=fill -�Jill -=IIU= Jill _=11
11i1�=Ill1:=llll==llll:=lll1=1111:=1111'=1111==1U1�I�L==1111:=IlIl:=1U1:=1111.-
\X// x
ANTIFLOTATION BLOCK SECTIONAL VIEW t CUTOFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOTE: See Site / Mine Map Legend for plan view features.
BARREL
PIPE
NOT TO SCALE
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge an beli fIng
d that I am a duly
licensed Pr e sir� eieunderthe
laws of the t� bfh ar lina.
l (Signature)
Date: 12/08/2021
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048820 ' PZ SHEET NUMBER
'•gam'. ir.���•`
20 OF 34

POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
NORMAL POOL
EL. 850.97
PLANT PA
i
50% CLEAN OUT
EL. 848.36
/PLANT ENTRANCE
CREST OF POND
EL. 854.00
1
3 T M OF N ,
? .844.00
B.'
�-
,f
, 12 FT. HIGH SCREENING
(SOUND) WALL
PRINCIPLE SPILLWAY
72" SQUARE RISER W/ TRASH RACK
AND 50 FT OF 36 IN CMP ,
/ SILT FENCE
+/ (SEE SHEET 32 OF 34)
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. = 851.97 , /
(SEE DETAILS THIS SHEET)
EMERGENCY SPILLWAY
/ CHUTE SECTION
(SEE DETAILS THIS SHEET)
01
SCREENING WALL SEDIMENT DITCH)
PLAN VIEW: SEDIMENT BASIN NO. 13
SCALE: 1" = 50'
RISER DETAILS
EMERGENCY SPILLWAY DETAIL
N.T.S.
28.13 ft.
1
2
1.00ft. Freeboard
1.03 ft.
20.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION (MAX SLOPE SECTION)
N.T.S.
65 ft.
1 I I1 01.00ft.Free board
2 20.00 ft. 2 I
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION (MIN SLOPE SECTION
N.T.S.
1
2
21.46 ft.
15.00 ft.
01.00tft. board
2
50% CLEAN OUT EL. 848.36
Q25 HWD EL. 851.97
CREST 854.0
850�
800
0+00
TRASH RACK RISER BUOYANCY CALCULATION
CREST EL. 854.00
MIN. 1' FREEBOARD Demonstrate adequate stability by showing the downward force is a minimum of 1.25
civir-KGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 851.97 times the upward force.
NORMAL POOL EL. 850.97 V FREEBOARD
I 1 � 2 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I E I
I I 72" Square Concrete Riser
CONCRETE
EXISTING GRADE 50% CLEANOUT EL. 848.36 RISER i Height Say 7
1 6.97' 1 AV ����V A� i I Weight = 17,170 lb
I
I I
i-----;------- I-n Where:
1.. A. °. I
Riser Weight = 17,170 lb
BOTTOM OF POND EL. 844.00 ° a . d ° 36" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
d ° a
° d°
° d °
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL _A_ANTI-FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE) Structure Weight = 17,170 lb + 3675 lb = 20845 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
72 SQUARE CONCRETE RISER ANTI FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
° d As
4. ° 20845 lb > 13,478.4 lb x 1.25
20845 Ib > 16,848 lb
°
\ \ \ NOTES
1. Portland cement concrete (type II recommended) for the inlet base
�� shall have a minimum compressive strength of 4,000 psi.
d ° 2. Where corrugated aluminum or aluminized steel pipe is used, all
• areas where the pipe is to be in contact with concrete shall be painted with
d ° BARREL CMP a black bituminous enamel paint.
aA °
d ° ° °
° d ° ° °
° d °
° A A. ° ° d °
°° ° d
°°
N.T.S.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 24.61
Area of Wetted Cross Section: 22.75
Channel Slope: 0.1000
Manning's In of Channel: 0.0175
J
Discharge: 57.98 cfs
o7
Depth of Flow: 1.03 feet
Velocity: 2.55 fps
o
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
W
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.72
Area of Wetted Cross Section: 3.29
Channel Slope: 50.0000
Manning's In of Channel: 0.0175
Discharge: 57.99 cfs
Depth of Flow: 0.16 feet
Velocity: 17.61 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 17.76
Area of Wetted Cross Section: 10.01
Channel Slope: 1.0000
Manning's In of Channel: 0.0175
Discharge: 58.00 cfs
Depth of Flow: 0.62 feet
Velocity: 5.79 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
NORMAL POOL EL. 850.97
BOTTOM EL. 844.0
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP
0+50 1+00 1+50 2+00 2+50 3+00 3+50
Cross Section A -A'
Scale: 1" = 50'
900 900
50% CLEAN OUT EL. 848.36 NORMAL POOL EL. 850.97
Q25 HWD EL. 851.97
850 850
2.7 L
BOTTOM EL. 844.0
800
0+00 0+50 1+00
Cross Section B-B'
Scale: 1" = 50'
800
1+50
EXISTING GROUND
4+00
!ye,
850
`1
800
4+50 5+00 5+50
FILL MATERIAL
TOP OF EMBANKMENT
RISER STRUCTURE _� u u
SEE SHT 34 OF 34 'c0 '::K •i ` ^r
TRASH RACK • ' 111=11J1= lIJlEMERGENCY SPILLWAY
1• MIN. 11=llll=lUl=IUl=111l=llll=llll= �o
QE=llllllll=llJI=1111=1111l111=1111=1111=JIJI �s�
1s�-° 11=1111=Illl=llll=llll=llll=lll�-=IIII=IIII=IIII=Ill1= °pF
-1111=1111=111t=1111=1111=11JI�1111=1111=11JI=1111=1111~JI)I=JI
I111=Illl=llll=Illl=llll=1111:=11I1=11I1=11I1�11�==1111:=1111=1111=1111� _
ANTIFLOTATION BLOCK
SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
856.00
853.00
850.00
847.00
Stage Storage Curve
SB-13
T
PRIrJClPAL
�EMERGENGY
SPILLWAY (
SPILLWAY (851.9
50.97)
CLEAN OU
LEVEL (848.36)
)P OF STRUCTURE
54.00)
844.00
0.00
0.70
1.40
2.10
2.80
3.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-13
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
844.00
N/A
N/A
0.1346
845.00
N/A
N/A
0.1763
0.1554
1.00
0.1476
0.1476
1.00
846.00
N/A
N/A
0.2181
0.1972
1.00
0.1895
0.3370
2.00
847.00
N/A
N/A
0.2602
0.2391
1.00
0.2312
0.5682
3.00
848.00
N/A
N/A
0.3028
0.2815
1.00
0.2736
0.8419
4.00
848.36
N/A
N/A
0.3187
0.3107
0.36
0.112
0.9538
4.36
849.00
N/A
N/A
0.3468
0.3248
0.64
0.2048
1.1586
5.00
850.00
N/A
N/A
0.3909
0.3689
1.00
0.3605
1.5191
6.00
850.97
N/A
N/A
0.4345
0.4127
0.97
0.4003
1.9194
6.97
851.00
N/A
N/A
0.4358
0.4133
0.03
0.0047
1.9241
7.00
851.97
N/A
N/A
0.4804
0.4581
0.97
0.4444
2.3685
7.97
852.00
N/A
N/A
0.4818
0.4588
0.03
0.0058
2.3743
8.00
854.00
N/A
N/A
0.5679
0.5249
2.00
1.0393
3.4135
10.00
SEDIMENT BASIN NO. 13 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
74.7720 cfs
Water Surface Elevation:
851.97 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin 13
Principle Spillway, Drop Pipe
Riser Top Elev:
850.97 ft
Riser Base Elev:
844.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
50.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
847.97 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
74.77 cfs
(j CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2'MAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
N.T.S.
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOT TO SCALE
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
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for plan view features. a
I hereby certify that this document was CARS•,.,
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge apl beli f a d that I am a duly SEALr.=�
licensed Pr a si n I ng' ee under the 048820 SHEET NUMBER
laws of the t f h r lina. ; p�
(Signature)
Date. 12/08/2021 21 OF 34

D-83
NC PCS
MD
(F,NO* 4
OUTLET PROTECTION -
(SEE SHEET 34 OF 34)
X
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
SILT FENCE
j (SEE SHEET 32 of 34)
CREST OF POND
EL. 855
6 5001( CLEAN OUT EL. 849.39
NORMAL POOL EL. 852.34
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
`\ Z,
845.00
PRINCIPLE SPILLWAY
72" SQUARE RISER W/ TRASH RACK
AND 50 FT OF 36 IN CMP
HEADWALL
1-48 IN CMP
DITCH NO. 46 -
_ / w
� LSS4
1-- FAfAi oe
SCALE: 1" = 50'
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
B�.
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. 853.34
(SEE DETAILS THIS SHEETel
EMERGENCY SPILLWAY
CHUTE SECTION
(SEE DETAILS THIS SHEET)
'o
EMERGENCY SPILLWAY DETAIL
N.T.S.
26.67 ft.
1
/ 2
20.00 ft.
DITCH NO. 46
S T FENCE
(SEE SHEE 32 OF 34) /
RISER DETAILS
EMERGENCY SPILLWAY DETAIL
N.T.S.
24.42 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
0 gggg fftt�
Wetted Perimeter: 22.97
f.00ft. Freeboard
Area of Wetted Cross Section: 14.17
2
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 27.56 cfs
Depth of Flow: 0.66 feet
Velocity: 1.95 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 20.46
pp ff 1 Area of Wetted Cross Section: 2.10
1 I 20.00 ft. 1 011.00tft. eboard Channel Slope: 50.0000
T p
2 anning's n of Channel: 0.0175
Discharge: 27.54 cfs
Depth of Flow: 0.10 feet
Velocity: 13.14 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
50% CLEAN OUT EL. 849.39
Q25 HWD EL. 853.34
900
CREST 855.0
850
NORMAL POOL EL. 852.34
Emergency Spillway
853.34
14 ft.
HEADWALL
1 o
BOTTOM EL. 845.0 2
C-3) 1- 48 IN CMP - 437' (a) 2%
800 UNDERDRAIN (UD-4)
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
PRINCIPLE SPILLWAY Cross Section A -A'
72" SQUARE CONCRETE RISER W/ TRASH RACK
AND 50' OF 36" CMP Scale: 1" = 50'
900
50% CLEAN OUT EL. 849.39 NORMAL POOL EL. 852.34
Q25 HWD EL. 853.34
CREST 855.0
850
2•� 21
OTTOM EL. 845.0
.11
0+05 0+01 0+15 0+02
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 855.00
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 853.34
times the upward force.
NORMAL POOL EL. 852.34
1' MIN.
I __F_
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1F
72" Square Concrete Riser
o
EXISTING GRADE 50 /o CLEANOUT EL. 849.34
i i CONCRETE
I RISER
�V ��V
�\
Height = Approximately 8'
Weight = 19,120 lb
7.34' I
I I
A� ���
I I
F----- ;--------�
Where:
A. ., < . ,
I__� '--------'
Riser Weight = 19,220 lb
,
BOTTOM OF POND EL. 845.00 a .
A. A
a ° °
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
e
a' d° a de
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 3675 lb = 22795 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft' = 17971.2 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
d
~
d
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
• • " 9. a
� •
22795 lb > 13,478.4 lb x 1.25
a:
° d
a
22795 lb > 22,464 lb
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
- EXISTING GROUND
4+00 4+50
•11
850
�7�7OUTLET PROTECTION
(SEE SHEET 34 OF 34)
800
5+00 5+50 6+00 6+50
857.00
854.00
851.00
848.00
845.00
Stage Storage Curve
SB-14
TOP C F S'
(855.00)
EMERGENCY SPILLWAY (853.34
RINCIPAL SPILLWAY (852.34)
CLEAN O T LEVEL (849.39)
TRUCTURE
0.00
0.40
0.80
1.20
1.60
2.00
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-14
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
845.00
N/A
N/A
0.0998
846.00
N/A
N/A
0.1162
0.1080
1.00
0.1048
0.1048
1.00
847.00
N/A
N/A
0.1328
0.1245
1.00
0.1213
0.2261
2.00
848.00
N/A
N/A
0.1500
0.1414
1.00
0.1381
0.3642
3.00
849.00
N/A
N/A
0.1679
0.1590
1.00
0.1555
0.5197
4.00
849.39
N/A
N/A
0.1752
0.1715
0.39
0.0675
0.5872
4.39
850.00
N/A
N/A
0.1864
0.1772
0.61
0.1061
0.6933
5.00
851.00
N/A
N/A
0.2055
0.1959
1.00
0.1923
0.8856
6.00
852.00
N/A
N/A
0.2253
0.2154
1.00
0.2117
1.0972
7.00
852.34
N/A
N/A
0.2323
0.2288
0.34
0.0778
1.1750
7.34
853.00
N/A
N/A
0.2458
0.2355
0.66
0.1539
1.3289
8.00
853.34
N/A
N/A
0.2528
0.2493
0.34
0.0848
1.4137
8.34
855.00
N/A
N/A
0.2871
0.2665
1.66
0.4414
1.8551
10.00
• 00
U
G_
' 0
0
' N
.1
CM
Z)
• Q
•
_0
a)
N
m
900 SEDIMENT BASIN NO. 14 PRINCIPLE SPILLWAY
� CUTOFF TRENCH
Outflow
Total Discharge: 74.7720 cfs EXISTING GROUND (ABUTMENTS)
Water Surface Elevation: 853.34 ft
Tailwater Elevation: 0.00 ft FILL MATERIAL
850 Detention Base Elevation: 0.00 ft 2' MAXIMUM IF NOT CUT TO BEDROCK
Outlet #1: Sediment Basin 14 Principle Spillway, Drop Pipe
Riser Top Elev: 852.34 ft 1
Riser Base Elev: 845.00 ft 1
Riser Length: 72.00 in
800 Riser Width: 72.00 in
0+25 0+03 Orifice Coefficient: 0.50 2'
Weir Coefficient: 3.33
Culvert Length: 50.00 ft SUITABLE EARTHEN MATERIAL
Culvert Diameter: 36.00 in COMPACTED TO 95% OF STANDARD
Culvert Invert In: 849.34 ft PROCTOR MAX. DRY DENSITY a,
Culvert Friction Coefficient: 0.02 WITHIN ±2% OPTIMUM MOISTURE 0 o
Culvert Entrance Loss Coefficient: 0.90 CUTOFF TRENCH DETAIL CONTENT Y a N `� a
N.T.S. w a � 00 a
Discharge: 74.77 cfs i
o M
z
w w
Z Y i�i w Oz
N Q w Q O J
W � = Q U
0 0 U 0 V) Cl- LL_
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34` ': •�'
TRASH RACK=JII=�II�JIJIIIJI=t11JI- �EMERGENCYSPILLWAY
1' MIN. 11=1111=1111=1111=1111=Illl=1111= 20.
oQ�=JIJI=JIII`-IIJI=JIJI=JIJIJIJIJIJI 1111=JIJI 1st p
11=11i1=llil=lU1=1111=1111=1111=1111=11i1=11i1=1111= ° F
ti°•'-JIJI=JIJI=IIJI=JIJI-`�11JI=J111=JIJI.-=JIJI=JIJI-=11JI.•=JI11= JI11.= JI
==1111:=1111:=1111:=1111:=1111=1111=1111:=Illl== Illl�l�:=1111:=1111=1111==1111.=
ANTIFLOTATION BLOCK
SECTIONAL VIEW CUTOFF ANTI -SEEP STABILIZED
TRENCH COLLAR
2' DEEP OUTLET
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COI FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
NOTE: See Site / Mine Map Legend for plan view features.
BARREL
PIPE
NOT TO SCALE
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I hereby certify that this document was `.10% OAp
prepared by me or under my direct personal ��
. 4 • �ssr'' {i
supervision and is correct to the best of my
knowledge anq beli f and that I am a duly SEAL g�•:P
licensed Pr a si inI ng' ee under the i�r. 1 048820 F. = SHEET NUMBER
laws of the t f h ar ling 'p�jjjjryyyyy P
(Signature)
Date: 12/08/2021 ''r+, �ii,■'' 22 OF 34

j OUTLET PROTECTION
(SEE SHEET 34 OF 34)
EMERGENCY SPILLWAY
CHUTE SECTION
NAD-83 (SEE DETAILS THIS SHEET)
NC-SPCS /
SILT FENCE _ �+
(SEE SHEET 32 OF 34) +
J#
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. = 868.50
(SEE DETAILS THIS SHEET)
PRINCIPLE SPILLWAY 72" SQUARE
BERM ' CONCRETE RISER W/ TRASH RACK
j AND 80 FT OF 36 IN. CMP
B
DIVERSION DITCH
DITCH NO.
42A BOTTOM
FLUME
PAO NO. W00-1.0
DITCH NO.
42A EAST
CREST OF POND PLANT AREA
EL. 870.00
BOTTOM OF
EL. 860.00
50% CLEAN OUT EL. 864.58
POROUS BAFFLES (TYP.) \
A(SEE SHEET 32 OF 34)
DIVERSION DITCH
PLAN VIEW: SEDIMENT BASIN NO. 15
SCALE: 1" = 50'
Outflow
Total Discharge:
75.6543 cfs
Water Surface Elevation:
868.50 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: Sediment Basin No.
15 Drop Pipe, Drop Pipe
Riser Top Elev:
867.50 ft
Riser Base Elev:
860.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
80.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
864.50 ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient: 0.90
Discharge:
75.65 cfs
DITCH NO.
42A WEST
�51
RISER DETAILS
1 1.1 a '7LVA1
EMERGENCY SPILLWAY DETAIL
N.T.S.
01 ft.
1
2 2
20.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 22.25
Area of Wetted Cross Section: 10.55
Mt. Freeboard
T Channel Slope: 0.1000
Manning's n of Channel: 0.0175
Discharge: 17.24 cfs
Depth of Flow: 0.50 feet
Velocity: 1.63 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
EMERGENCY SPILLWAY DETAIL Channel Design (Non -Erodible)
CHUTE SECTION
N.T.S. Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
24.3132 g f Wetted Perimeter: 20.35
1 1 0�'fp.00tft. Freeboard Area of Wetted Cross Section: 1.58
2 20.00 ft. 2 Channel Slope: 50.0000
Manning's n of Channel: 0.0175
Discharge: 17.23 cfs
Depth of Flow: 0.08 feet
Velocity: 10.92 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
•M
850
50% CLEAN OUT EL. 864.58
Q25 HWD EL. 868.50
NORMAL POOL EL. 867.50
900 900
CREST 870.00 EXISTING GROUND
BERM 14 ft.
1
850 1p 7°�° BOTT M EL. 860.00 850
PRINCIPLE SPILLWAY
OUTLET PROTECTION 72" SQUARE CONCRETE RISER
(SEE SHEET 34 OF 34) W/ TRASH RACK
AND 80' OF 36" CMP
800 800
0+00 0+50 1+00 1+50 2+00
Cross Section A -A'
Scale: 1" = 50'
BERM
50% CLEAN OUT EL. 864.58 NORMAL POOL EL. 867.50
Q25 HWD EL. 868.50
1
BOTTOM EL. 860.00
- EXISTING GROUND DIVERSION DITCH
800
0+00 0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 870.00
1' FREEBO0-00100
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTHGENCY SPILLWAY EL. 868.5
7EMEF
times the upward force.
NORMAL POOL EL. 867.50
1' MIN.
I
� 2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1F
72" Square Concrete Riser
o
EXISTING GRADE 50 /o CLEANOUT E�864-�58I
i CONCRETE i
RISER
�V A���V
��
Height = Approximately 8'
Weight = 19,120lb
I 7.50' I
I I
A� ��i I
I I
F ---- ------- 1
Where:
1.. 1
I--,--�---__'.�\�\��V�
Riser Weight = 19,120 Ib
BOTTOM OF POND EL. 860.00 aZ.A
A "d^° A
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
a d� � dd a n d <a
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft' = 3675 Ib
ANTI -FLOTATION RISER FILL
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 Ib + 3675 Ib = 22795 Ib
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft'
N.T.S.
Buoyancy = 216 ft' x 62.4 lb/ft3 = 17971.2 Ib
72 SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
s
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
a s
d a a
9. a
22795 Ib > 13,478.4 Ib x 1.25
°
ad
d
°
22795 Ib > 227 464 Ib
A . A
d
e d A
NOTES
6-0" T-0"
1. Portland cement concrete (type II recommended) for the inlet base
\ \\\ shall have a minimum compressive strength of 4,000 psi.
d . ° A 2. Where corrugated aluminum or aluminized steel pipe is used, all
A areas where the pipe is to be in contact with concrete shall be painted with
aA d A BARREL CMP a black bituminous enamel paint.
e
a
d � d ° A ° a a
e d a
< A. < d
°a a
N.T.S.
2+50
900
900
850
850
0+00
800
3+00
•10
872.00
869.00
E:I�:1s�I�l
863.00
860.00 F
0.00
Stage Storage Curve
SB-15
- EME GENCY SPILLWAY
RINCIPAL SPILLWA (867.50)
LEAN OUT LEVEL
0 F STIR
E
0.20
0.40
0.60
0.80
1.00
1.20 1.40
Accumulative Storage (Acre -Ft)
Storage volume computations
SB-15
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
860.00
N/A
N/A
0.0601
861.00
N/A
N/A
0.0713
0.0657
1.00
0.0635
0.0635
1.00
862.00
N/A
N/A
0.0828
0.0770
1.00
0.0749
0.1384
2.00
863.00
N/A
N/A
0.0950
0.0889
1.00
0.0866
0.2250
3.00
864.00
N/A
N/A
0.1078
0.1014
1.00
0.099
0.3240
4.00
864.58
N/A
N/A
0.1156
0.1117
0.58
0.0653
0.3893
4.58
865.00
N/A
N/A
0.1212
0.1145
0.42
0.0467
0.4360
5.00
866.00
N/A
N/A
0.1354
0.1283
1.00
0.1257
0.5616
6.00
867.00
N/A
N/A
0.1501
0.1428
1.00
0.14
0.7016
7.00
867.50
N/A
N/A
0.1578
0.1540
0.50
0.077
0.7786
7.50
868.00
N/A
N/A
0.1655
0.1578
0.50
0.078
0.8565
8.00
868.50
N/A
N/A
0.1735
0.1695
0.50
0.0847
0.9413
8.50
870.00
N/A
N/A
0.1974
0.1814
1.50
0.2729
1.2141
10.00
FILL MATERIAL
850
0+50 1 L
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
TRASH RACK SEE SHT 34 OF 34 ;
I 1=��11=JIJIJIJhJIII= EMERGENCY SPILLWAY
V . °1
MIN11=1111=1111=1111=Illl=llll=1111= z
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-fill = JIJI=JIJI=JIJI= fill =JIJI=JIJI-=Jill=JIJI= fill
-=JIII=J111=JI
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ANTIFLOTATION BLOCK
SECTIONAL VIEW CUTOFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
BARREL
PIPE
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOTE: See Site / Mine Map Legend for plan view features
NOT TO SCALE
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supervision and is correct to the best of my
knowledge anj bell f Ind that I am a duly =r Q SEALr :F
licensed Pr a si n I In i ee under the :r_ 048820 = SHEET NUMBER
laws of the t f N h ar lina. . p� • P
(Signature) `% 13 N%0"i" ti .
Date: 12/08/2021 ''>>1 �.►!'' 23 OF 34
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INIEN
SEDIMENT BASIN NO. 16 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
79.9200 cfs
Water Surface Elevation:
838.18 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: SB 16 PRINCIPLE
SPILLWAY, Drop Pipe
Riser Top Elev:
837.18 ft
Riser Base Elev:
830.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
60.00 ft
Culvert Diameter:
36.00 in
Culvert Invert In:
830.18 ft
Culvert Friction Coefficient: 0.02
Culvert Entrance Loss Coefficient: 0.90
Discharge:
79.92 cfs
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
DRIVETHRU SPILLWAY (TYPICAL)
A'
" NORMAL PO
EL _ 7.18
L
�`- FLUME
RISER DETAILS
DITCH NO.
42 EAST
EMERGENCY SPILLWAY DETAIL
N.T.S.
27
2
30.00 ft.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
24.65 ft.
1I y 1
2 2
20.00 ft.
50% CLEAN OUT EL. 834.05 -
Q25 HWD EL. 838.18
CREST 840.00
850
OUTLET PROTECTION
(SEE SHEET 34 OF 34)-
800
0+00 0+50
PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK
AND 60' OF 36" CMP
14 ft.
900
50% CLEAN OUT EL. 834.05
Q25 HWD EL. 838.18
CREST 840.00
850 1
Stage Storage Curve
Channel Design (Non -Erodible)
SEDIMENT BASIN NO. 16
Channel Type: Trapezoidal, Equal Side Slopes
840.00
40.00) STRUCTURE
Z
(TQ
Dimensions: Left Side Slope 2.00:1
=
Right Side Slope 2.00:1
''
i\Q
Base Dimension: 30.00
J
Wetted Perimeter: 33.66
838.00
WAY (838.18)
1
Area of Wetted Cross Section: 25.89
1.00ft.
-L
Freeboard
PRINCIPAL
PILLWAY (837.13)
L
0.82 ft.
Channel Slope: 0.1000
Manning's n of Channel: 0.0175
co 836.00
O
Discharge: 58.38 cfs
2
Depth of Flow: 0.82 feet
Velocity: 2.25 fps
Channel Lining: Grouted Rock Rip Rap
W 834.00
CLEAN
OUT LEVEL (8
4.05)
Freeboard: 1.00 feet
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
OOft. Freeboard
Wetted Perimeter: 20.73
Area of Wetted Cross Section: 3.30
Channel Slope: 50.0000
Manning's In of Channel: 0.0175
3 ft J
Discharge: 58.35 cfs
Depth of Flow: 0.16 feet
Velocity: 17.66 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
NORMAL POOL EL. 837.18
BOTTOM EL. 830.00
1+00 1+50 2+00 2+50
Cross Section A -A'
Scale: 1" = 50'
•11
NORMAL POOL EL. 837.18
14 FT. POND ACCESS ROAD
PLANT PAD
850
21
BOTTOM EL. 830.00
800
0+00 0+50 1+00 1+50
Cross Section B-B'
Scale: 1" = 50'
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 840.00
1' FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 838.18
times the upward force.
NORMAL POOL EL. 837.18
001111000 1' MIN.
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I
"
1
SQUABE
72" Square Concrete Riser
EXISTING GRADE 5 o L. 5
CONCRETE i
I RISER 1
1 7.18' I �V ��
\ \
Height = Say 8'
Weight = 19,120 lb
g
I I
��� i
I I
F ---- - a--------n
Where:
Riser Weight - 19,120 lb
BOTTOM OF POND EL. 830.00 aZ.-
36" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
• ° . d°
a d
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION RISER FILL_A_
ANTI -FLOTATION BLOCK (IF APPLICABLE)
(IF APPLICABLE)
Structure Weight = 19120 lb + 3675 lb = 22795 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
N.T.S.
Buoyancy = 216 ft' x 62.4 Ib/ft3 = 17971.2 lb
72" SQUARE CONCRETE RISER
ANTI -FLOTATION BLOCK (IF APPLICABLE)
° d
�
G °
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
°
° . °
° • ' 4. •
22795 lb > 13,478.4 lb x 1.25
•
a.
22795 lb > 22,464 lb
NOTES
1. Portland cement concrete (type II recommended) for the inlet base
shall have a minimum compressive strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all
areas where the pipe is to be in contact with concrete shall be painted with
a black bituminous enamel paint.
PLAN VIEW
N.T.S.
EXISTING GROUND
800
2+00 2+50
•11
EXISTING GROUND 14 FT. POND ACCESS ROAD
850
3+00 3+50 4+00
800
4+50
FILL MATERIAL
832.00
830.00
0.00
0.90
1.80 2.70
3.60
4.50
Accumulative Storage (Acre -Ft)
Storage volume computations
SEDIMENT BASIN NO. 16
-
ELEV.
Width
LENGTH
AREA AVG. INTERVAL
STORAGE
ACC.
-
STAGE
(ft)
(ft)
(ft)
(ac) AREA (ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
830.00
N/A
N/A
0.2994
831.00
N/A
N/A
0.3268 0.3131 1.00
0.3078
0.3078
1.00
832.00
N/A
N/A
0.3542 0.3405 1.00
0.3354
0.6432
2.00
833.00
N/A
N/A
0.3822 0.3682 1.00
0.3630
1.0062
3.00
834.00
N/A
N/A
0.4108 0.3965 1.00
0.3911
1.3972
4.00
834.05
N/A
N/A
0.4123 0.4115 0.05
0.0208
1.4180
4.05
835.00
N/A
N/A
0.4399 0.4253 0.95
0.3990
1.8170
5.00
836.00
N/A
N/A
0.4695 0.4547 1.00
0.4491
2.2661
6.00
837.00
N/A
N/A
0.4998 0.4846 1.00
0.4790
2.7451
7.00
837.18
N/A
N/A
0.5053 0.5026 0.18
0.0905
2.8356
7.18
838.00
N/A
N/A
0.5306 0.5152 0.82
0.4189
3.2545
8.00
838.18
N/A
N/A
0.5358 0.5332 0.18
0.0960
3.3505
8.18
840.00
N/A
N/A
0.5882 0.5594 1.82
1.0172
4.3677
10.00
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
r- 2' MAXIMUM IF NOT CUT TO BEDROCK
CUTOFF TRENCH DETAIL
N.T.S.
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34 P` ': •�'
TRASH RACK=JII=�II�J1111111=t1111- EMERGENCY SPILLWAY
1' MIN. 11=1111=1111=1111=1111=I111=1111= ?o.
A.
IIII-"Jill=JIJI.=J01 1111�1111 JIJI=IIJI 1st
u=llil=llil=lU1=1111=1111=1111=1111=11i1=11i1=1111= 010
ti°'-11J1=JIJ1=lll1=JIJI-`�JIJI=J111=11J1.-=Jill=l1Jl-=11JI.•=1111= JI11.= 11
==1111:=1111:=1111:=1111:=1111=I111=1111:=Illl==llll�l�:=1111:=llllr-=1111==1111.=
ANTIFLO A ION BLOCK
\V W/\
SECTIONAL VIEW CUTOFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COI FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
TYPICAL EMBANKMENT DETAIL
ANTI -SEEP STABILIZED
COLLAR OUTLET
NOTE: See Site / Mine Map Legend for plan view features.
BARREL
PIPE
NOT TO SCALE
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CONTENT
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I hereby certify that this document was `yti,+•O,ctp•,���
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge ancV, beli f aid that I am a duly SEAL g{•:F
licensed Pr a si in I nga under the 0413820 : t SHEET NUMBER
laws of the t f o r lina. y� •; 4Z
(Signature)
Date: 12/08/2021 24 OF 34

I .
cP
41f
SILT FENCE
(SEE SHEET 32 OF 34)
I
NAD-83
NC-SPCS
� J /
OUTLET PROTECTION -
(SEE SHEET 34 OF 34)
I /
EMERGENCY SPILLWAY
LEVEL CONTROL SECTION EL. = 852.30
(SEE DETAILS THIS SHEET) /
PRINCIPLE SPILLWAY 72" SQUARE /
CONCRETE RISER W/ TRASH RACK /
/ AND 304 FT OF 30 IN. CMP x I
�O
CLEAN WATER DITCH DA-88 J
00
PLAN VIEW: SEDIMENT BASIN NO. 17
SCALE: 1" = 50'
950
900
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
EXISTING GROUND
3'
/ 8,56
CREST OF POND
EL. 854.00
50% CLEAN OUT EL. 848.39
FBOT
NORMAL POOL EL. 850.30
F POND EL. 846.00
POROUS BAFFLES (TYP.)
(SEE SHEET 32 OF 34)
OUTLET PROTECTION
(SEE SHEET 34 OF 34)
DITCH DA-86
950
50% CLEAN OUT EL. 848.39 900
Q25 HWD EL. 851.30 1 r- NORMAL POOL EL. 850.30
° BOTTOM EL. _
PRINCIPAL SPILLWAY
72" SQUARE CONCRETE RISER
W/ TRASH RACK AND 304 FT OF 30 IN CMP
800
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section A -A'
Scale: 1" = 50'
900 50% CLEAN OUT EL. 848.39
Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30
EXISTING GROUND
850 CREST 85 20 ft.
BOTTOM EL. = 846.0
800
0+00
0+50 1+00 1+50 2+00
Cross Section B-B'
Scale: 1" = 50'
FILL MATERIAL--\
- 1L
2'���
2+50
3+50
'll
I
800
3+00 3+50
CUTOFF TRENCH
EXISTING GROUND (ABUTMENTS)
2' MAXIMUM IF NOT CUT TO BEDROCK
SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
I
800
4+00
0
EMERGENCY SPILLWAY DETAIL
LLV LL I�VIV I I\VL JLI� I IVIV
N.T.S.
EMERGENCY SPILLWAY DETAIL
CHUTE SECTION
N.T.S.
26.81 ft. 19.98 ft. 1y 1.00ft. Freeboard (� 1 1 T.304ftf-Freeboard
70 ft. T
2 �- 20.00 ft. 2 15.00 ft. 2 T
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 20.00
Wetted Perimeter: 23.14
Area of Wetted Cross Section: 15.01
Channel Slope: 0.1000
Manning's In of Channel: 0.0175
Discharge: 30.22 cfs
Depth of Flow: 0.70 feet
Velocity: 2.01 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
SEDIMENT BASIN NO. 17 PRINCIPLE SPILLWAY
Outflow
Total Discharge:
34.9664 cfs
Water Surface Elevation:
851.30 ft
Tailwater Elevation:
0.00 ft
Detention Base Elevation:
0.00 ft
Outlet #1: SEDIMENT BASIN
17, Drop Pipe
Riser Top Elev:
850.30 ft
Riser Base Elev:
846.00 ft
Riser Length:
72.00 in
Riser Width:
72.00 in
Orifice Coefficient:
0.50
Weir Coefficient:
3.33
Culvert Length:
304.00 ft
Culvert Diameter:
30.00 in
Culvert Invert In:
847.50 ft
Culvert Friction Coefficient:
0.02
Culvert Entrance Loss Coefficient:
0.90
Discharge:
34.97 cfs
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 15.00
Wetted Perimeter: 16.09
Area of Wetted Cross Section: 3.78
Channel Slope: 6.1200
Manning's In of Channel: 0.0175
Discharge: 30.22 cfs
Depth of Flow: 0.24 feet
Velocity: 8.00 fps
Channel Lining: Grouted Rock Rip Rap
Freeboard: 1.00 feet
RISER DETAILS
854.00
852.00
Stage Storage Curve
SB-17
EMERGENC
(854.00)
SPILLWAY (852.30)
PRINCIPAL SPILLWAY
(850.30)
CLEAN OUT LEVEL
(848.39)
TOP OF STRUCTURE
846.00
0.00
0.40
0.80
1.20
1.60
2.00
Accumulative
Storage (Acre -Ft)
Storage volume computations
SB-17
ELEV.
Width
LENGTH
AREA
AVG.
INTERVAL
STORAGE
ACC.
STAGE
(ft)
(ft)
(ft)
(ac)
AREA
(ft)
(ac-ft)
STORAGE
INTERVAL
(ac)
(ac-ft)
(ft)
846.00
N/A
N/A
0.1480
847.00
N/A
N/A
0.1678
0.1579
1.00
0.1541
0.1541
1.00
848.00
N/A
N/A
0.1879
0.1778
1.00
0.1741
0.3282
2.00
848.39
N/A
N/A
0.1960
0.1920
0.39
0.0753
0.4034
2.39
849.00
N/A
N/A
0.2086
0.1983
0.61
0.1190
0.5225
3.00
850.00
N/A
N/A
0.2300
0.2193
1.00
0.2152
0.7377
4.00
850.30
N/A
N/A
0.2366
0.2333
0.30
0.0700
0.8077
4.30
851.00
N/A
N/A
0.2521
0.2410
0.70
0.1669
0.9746
5.00
852.00
N/A
N/A
0.2748
0.2634
1.00
0.2592
1.2337
6.00
852.30
N/A
N/A
0.2818
0.2783
0.30
0.0835
1.3172
6.30
853.00
N/A
N/A
0.2983
0.2865
0.70
0.1987
1.5159
7.00
854.00
N/A
N/A
0.3187
0.3085
1.00
0.3062
1.8221
8.00
TOP OF EMBANKMENT
RISER STRUCTURE
SEE SHT 34 OF 34 ;y i,i,
TRASH RACK �� �EMERGENCYSPILLWAY
lr I.��l�Si TJI d
i'MIN.E �IIII';frilllrlllllr411!l�I�yIJI)1E120lII}ylliflEE 4lliI111=11ii2°1sr
ti°'�S�-�Sf,�lllfl lfll)�f)I�fl)��ixsllllilZll)Ili��ti illliil�ii(i1�41filiill�)�lIRII�i�IZ)il,�lpE
f�-
�ii'�Iffi=IIf'�f!If�ii�x=lild�4il1=�?II=4111_ 't=Ilfl=iillwlili='�.'I'.=�
BARREL
PIPE
75
r
ANTIFL TATION BLOCK SECTIONAL VIEW t CUTANTI-SEEP STABILIZED
TRENNCHCH COLLAR
Z' DEEP OUTLET
1A
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPIES.
2. INSTALL A MINIMUM OF 3 COI FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6,65.
NOT TO SCALE
TYPICAL EMBANKMENT DETAIL
TRASH RACK
RISER BUOYANCY CALCULATION
CREST EL. 854.00
V FREEBOARD
Demonstrate adequate stability by showing the downward force is a minimum of 1.25
00000000000100000
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL. 852.30
times the upward force.
NORMAL POOL EL. 850.30
1' MIN
I
2
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
I I
I I
1 F
72" Square Concrete Riser
EXISTING GRADE 50% CLEANOUT EL. 848.39
I I
I I �� �� \ \ \
72" SQUARE
Height = Say 4'
Weight = 11,320 lb
CONCRETE I
I RISER I
Where:
4.00' I
`�� ������
I ---------------I
i;
Riser Weight = 11,320 lb
a` d^°
BOTTOM OF POND EL. 846.00 ° <
,
30" DIA BARREL CMP
Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
e
d
a • < a dA
d
Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3 = 3675 lb
ANTI -FLOTATION BLOCK (IF APPLICABLE)
Structure Weight = 11,320 lb + 3675 lb = 14995 lb
ELEVATION VIEW
Buoyancy = Displacement Volume of Riser x 62.4 lb/ft'
N.T.S.
Buoyancy = 144 ft' x 62.4 Ib/ft3 = 8985 lb
72" SQUARE CONCRETE RISER
ANTI FLOTATION BLOCK (IF APPLICABLE)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
4. 4 A a �
14995 lb > 8985 lb x 1.25
° A.
e
^
:
14995 lb > 11,231 lb
A
< e e de
6-0" T-0"
4'
e A
BARREL CMP
ve d � e
d < < < a
d n < a e
a d ' °
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PLAN VIEW
N.T.S.
NOTES
1. Portland cement concrete (type II recommended) for the inlet base shall have a minimum compressive
strength of 4,000 psi.
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
concrete shall be painted with a black bituminous enamel paint.
NOTE: See Site / Mine Map Legend for plan view features.
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Date: 12/08/2021 25 OF 34

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no stream impacts
I
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13+00 14+00 15+00 16+00 17+00
18+00 19+00 20+00 21+00 22+00 23+00
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MAIN HAUL ROAD PROFILE
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MAIN HAUL ROAD PROFILE
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SOUTH PIT HAUL ROAD PROFILE
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900
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0 100 200 300 SHEET NUMBER
26 OF 34
SCALE 1 "=100'

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NORTH PIT HAUL ROAD PROFILE
SCALE: 1" = 100'
1100
PROPOSED ROAD GRADE 5% 10%
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NOTE: SEE APPENDIX A - SHEET 1 OF 2 FOR 27 OF 34
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EXISTING GRADE
49+00 50+00 51+00
BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT
SCALE: 1" = 100'
28+00 29+00
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I hereby certify that this document was ��AP
prepared by me or under my direct personal '� O
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supervision and is correct to the best of my of •;
knowledge an bell f a d that I am a duly r e �L
licensed Pro e `sin I ng e under the 048820
laws of the. t f o r ling. : yam• �, ;'
(Signature) 'f��$rf�l��.`��
Date. 12/08/2021
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NOTE: SEE APPENDIX A - SHEET 1 OF 2 FOR
ROAD AND CONVEYOR PLAN VIEWS.
EXISTING GRADE
PROPOSED ROAD GRADE
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PROFILE VIEW
0 100 200 300
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NC—SPCS
900
BridgeCor Single Radius Arch (20'-5" Span x 10'-2" Rise)
860 BridgeCor Single Radius Arch (60'-2" Span x 30'-2" Rise)
BridgeCor Single Radius Arch
(30'-6" Span x 164" Rise)
820 1%
10%
Fill
30'-2"
Existing Ground? FLOOD P -AIN 10'-2"
780 -- ---
15'-4"
30'-6" 60'-2" 20'-5"
Proposed Grade for
740 Structure Installation Proposed Haulroad Grade —
700
12+00
SLOPE
12+40 12+80 13+20 13+60 14+00 14+40
HAUL ROAD PROFILE STATION 12+00 - 14+80
STREAM CROSSING NO. 1
SCALE: 1" = 40'
80 CU. FT. SUMP
TYPICAL TEMPORARY SUMP
NOT TO SCALE
I hereby certify that this document was `�,�,;� CAl��•.,�
prepared by me or under my direct personal
supervision and is correct to the best of my Q.•flFssr���
knowledge an beli f a d that I am a duly
licensed Pr a sign I ng a under the 048820
laws of the tq lbf o r Tina.
(Signature) 13
Date. 12/08/2021
KIN
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820
780
740
700
14+80
ROCK RIP -RAP DISCHARGE TO STREAM
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AERIAL VIEW
0 40 80 120
SCALE 1 "=40'
SHEET NUMBER
29OF34

TRENCH
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
TRENCH
WALL
1
NATURAL
UNDISTURBED
EMBANKMENT
REINFORCED CONCRETE
FOOTING
BRIDGECOR
SINGLE RADIUS
ARCH
(30'-6" SPAN X 154" RISE)
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
TRACTOR (D-4 OR LIGHTER) EQUIPMENT.
NOTES
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF
THE STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING
COMPACTION METHODS AND EQUIPMENT.
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE
FIRST SEVERAL INCHES OF FILL OVER THE CROWN.
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 %
PER AASHTO T-180.
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT
YOUR LOCAL CONTECH REPRESENTATIVE.
140'-0" MINIMUM LIMITS OF COMPACTED
SELECT GRANULAR STRUCTURAL BACKFILL
FILL MATERIAL ABOVE
MIN. COVER LEVEL
BRIDGECOR �
SINGLE RADIUS
ARCH
(60'-2" SPAN X 30'-2" ll
ISE)
- - - - t -
SPAN
SECTION
W
W
OVERALL MAX. HEIGHT OF
1 11
1
- - BRIDGECOR
SINGLE RADIUS
ARCH
(20'-5" SPAN X 10'-2" RISE)
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES:
SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL
MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED
CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL.
BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURAL IN 8"
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED
FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN
GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN
SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION
A-1-a
A-1-b
Sieve Analysis Percent Passing
No. 10 (2.000 mm)
50 max.
----
No. 40 (0.425 mm)
30 max.
50 max.
No. 200 (0.075 mm)
15 max.
25 max.
Atterberg Limits for Fraction Passing No.40 (0.425 mm)
Liquid Limits
----
----
Plasticity Index
6 max.
5 max.
Usual Materials
Stone Fragment,
Gravel and Sand
Modified from AASHTO M-145
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and
typically classified by AASHTO M-145 as A-3 Materials should not be used.
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for
Engineering Purposes (United Soil Classification System), for comparable soil groups.
EMBANKMENT
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
8" LOOSE LIFTS
1.0 STANDARDS AND DEFINITIONS
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1.1 STANDARDS -All standards refer to the current ASTM/AASHTO
edition unless otherwise noted.
1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for
Fleld-Bolled Pipe, Pipe -Arches and Arches"
(AASHTO Designation M-167).
1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12
Division I - Design, AASHTO LRFD Bridge Design Specifications
Section 12.
1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26
Division II - Construction. AASHTO LRFD Bridge Construction
Specifications - Section 26. ASTM A807. Standard Practice for
Installing Corrugated Steel Structural Plate Pipe.
1.2 DEFINITIONS
1.2.1 Owner - In these specifications the word "Owner" shall mean
PIEDMONT LITHIUM CAROLINAS, INC..
1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
1.2.3 Manufacturer - In these specifications the word "Manufacturer"
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
PATRICK IMHOF.
2.0 GENERAL CONDITIONS (CONTINUED)
2.3 Prior to bidding the work the Contractor shall examine, investigate and
inspect the construction site as to the nature and location of the work,
and the general and local conditions at the construction site, including
without limitation, the character of surface or subsurface conditions
and obstacles to be encountered on and around the construction site
and shall make such additional investigation as he may deem
necessary for the planning and proper execution of the work.
If conditions other than those indicated are discovered by the
Contractor, the Owner shall be notified immediately. The material
which the Contractor believes to be a changed condition shall not be
disturbed sp that the owner can investigate the condition.
2.4 The construction shall be performed under the direction of the Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill and treatments and necessary scour consideration shall be
performed by the Engineer.
3.0 ASSEMBLY AND INSTALLATION
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
arch structure shall be assembled in accordance with the plate layout drawings
provided by the Manufacturer and per the Manufacturer's recommendations.
Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
1.2.4
Contractor - In these specifications the word "Contractor" shall
3.2
The single radius arch structure shall be installed in accordance with the plans and
mean the firm or corporation undertaking the execution of any
specifications, the Manufacturer's recommendations, and AASHTO Standard
installation work under the terms of these specifications.
Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
LRFD Bridge Construction Specifications - Section 26.
1.2.5
Approved - In these specifications the word "approved" shall
refer to the approved of the Engineer or his designated
3.3
Trench excavation shall be made in embankment material that is structurally
representative.
adequate. The trench width shall be shown on the plans. Poor quality in situ
embankment material must be removed and replaced with suitable backfill as
1.2.6
As Directed - In these specifications the words "as directed" shall
directed by the engineer.
refer to the directions to the Contractor from the Owner and his
designated representative.
3.4
The structure shall be assembled in accordance with the Manufactures's instructions.
2.0 GENERAL CONDITIONS
All plates shall be unloaded and handled with reasonable care. Plates shall not be
rolled or dragged over gravel rock and shall be prevented from striking rock or other
2.1
Any Installation provided herein shall be endorsed by the Engineer,
hard objects during placement in trench or on bedding.
discrepancies herein are governed by the Engineer s plans and
specifications.
3.5
The structure shall be backfilled using clean well graded granular material. Backfill
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
2.2
The Contractor shall furnish all labor, material and equipment and
lift shall be compacted to the specified density.
perform all work and services except those set out and furnished by
the Owner, necessary to complete in a satisfactory manner the site
3.6
If temporary construction vehicles are required to cross the structure, it is the
preparation, excavation, filling, compaction, grading as shown on the
Contractor's responsibility to contact the Engineer to determine the amount of
plans and as described therein. This work shall consist of all
additional minimum cover necessary to handle the specific loading condition.
mobilization clearing and grading, grubbing, stripping, removal of
existing material unless otherwise stated, preparation of the land to
Normal highway traffic is not allowed to cross the structure until the structure has
be filled, filling of the land, spreading and compaction of the fill, and
been backfilled. If the road is unpaved, cover allowance to accommodate rutting
all subsidiary work necessary to complete the grading of the cut and
shall be as directed by the Engineer.
fill areas to conform with the lines, grades, slopes and specifications.
This work is to be accomplished under the observation of the Owner
or his designated representative.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and belief and that I am a duly
licensed Prof si qnJI E ig erii under the
laws of the eldf o h tbr6lina.
L (Signature)
Date: 12/08/2021
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prepared by me or under my direct personal Q<
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knowledge and eli and that I am a duly ¢ SEAL g�•:F
licensed Pro si 419%iteunder the 048820 SHEET NUMBER
laws of the to . �Tr�, • Ft�
(Signature) _`",Fkv B 10\,•`��
Date: 12/08/2021 29B OF 34

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ON UCTI SUMP SINGLE A CH SP ER CAP ----
DIMENSIONS — 142 F 10 FT X 3 FT (L X W X H)
STR D AR ALL I
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GREEK
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WALL
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BridgeCor Single Radius Arch (60'-2" Span x 30'-2" Rise)
820
Fill
780
\\�—,FLOOD PLAIN 30'-2"
Existing Ground
740 60'-2"
Proposed Grade for Structure Installation
Proposed Haulroad Grade
12+00 12+40 12+80 13+20 13+60 14+00 14+40
HAUL ROAD PROFILE STATION 12+00 - 14+80
STREAM CROSSING NO. 2
SCALE: 1" = 40'
SLOPE
80 CU. FT. SUMP
TYPICAL TEMPORARY SUMP
NOT TO SCALE
I hereby certify that this document wasCAP�•.,�
prepared by me or under my direct personal
supervision and is correct to the best of my Q.•flFssr���
knowledge an beli Ifa d that I am a duly r e SEAL �� •:�
licensed Pr a si n I ng' a under the 048820 pZ
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(Signature) ,R,
Date. 12/08/2021
KITQ
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820
780
740
700
14+80
ROCK RIP -RAP DISCHARGE TO STREAM
NOTES:
1) See Site / Mine Map for plan view
features.
2) No impacts to jurisdictional
stream will occur due to Stream
Crossing No. 2 construction and
operation.
AERIAL VIEW
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30OF34

TRENCH
WALL
TRENCH
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
NATURAL
UNDISTURBED
EMBANKMENT
REINFORCED CONCRETE
FOOTING
70'-0" MINIMUM LIMITS OF COMPACTED SELECT
GRANULAR STRUCTURAL BACKFILL
FILL MATERIAL ABOVE I T
MIN. COVER LEVEL OVERALL HEIGHT OF
COVER = 8'-0"
4'-0" MIN. COVER
SEE NOTE
BRIDGECOR
SINGLE RADIUS w
ARCH U)
SPAN
SECTION
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
IZZ BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
J TRACTOR (D-4 OR LIGHTER) EQUIPMENT.
NOTES
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF
THE STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING
COMPACTION METHODS AND EQUIPMENT.
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE
FIRST SEVERAL INCHES OF FILL OVER THE CROWN.
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 %
PER AASHTO T-180.
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT
YOUR LOCAL CONTECH REPRESENTATIVE.
EMBANKMENT
CONDITION
8.0' BACKFILL WIDTH
SEE NOTE #1
LOOSE LIFTS
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES:
1
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SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL
MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED
CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL.
BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURAL IN 8"
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED
FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN
GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN
SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION
A-1-a
A-1-b
Sieve Analysis Percent Passing
No. 10 (2.000 mm)
50 max.
----
No. 40 (0.425 mm)
30 max.
50 max.
No. 200 (0.075 mm)
15 max.
25 max.
Atterberg Limits for Fraction Passing No.40 (0.425 mm)
Liquid Limits
----
----
Plasticity Index
6 max.
5 max.
Usual Materials
Stone Fragment,
Gravel and Sand
Modified from AASHTO M-145
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and
typically classified by AASHTO M-145 as A-3 Materials should not be used.
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for
Engineering Purposes (United Soil Classification System), for comparable soil groups.
1.0 STANDARDS AND DEFINITIONS
1.1 STANDARDS -All standards refer to the current ASTM/AASHTO
edition unless otherwise noted.
1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for
Fleld-Bolled Pipe, Pipe -Arches and Arches"
(AASHTO Designation M-167).
1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12
Division I - Design, AASHTO LRFD Bridge Design Specifications
Section 12.
1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26
Division II - Construction. AASHTO LRFD Bridge Construction
Specifications - Section 26. ASTM A807. Standard Practice for
Installing Corrugated Steel Structural Plate Pipe.
1.2 DEFINITIONS
1.2.1 Owner - In these specifications the word "Owner" shall mean
PIEDMONT LITHIUM CAROLINAS, INC..
1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
1.2.3 Manufacturer - In these specifications the word "Manufacturer"
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
PATRICK IMHOF.
1.2.4 Contractor - In these specifications the word "Contractor" shall
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications.
1.2.5 Approved - In these specifications the word "approved" shall
refer to the approved of the Engineer or his designated
representative.
1.2.6 As Directed - In these specifications the words "as directed" shall
refer to the directions to the Contractor from the Owner and his
designated representative.
2.0 GENERAL CONDITIONS
2.1 Any Installation provided herein shall be endorsed by the Engineer,
discrepancies herein are governed by the Engineer"s plans and
specifications.
2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by
the Owner, necessary to complete in a satisfactory manner the site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described therein. This work shall consist of all
mobilization clearing and grading, grubbing, stripping, removal of
existing material unless otherwise stated, preparation of the land to
be filled, filling of the land, spreading and compaction of the fill, and
all subsidiary work necessary to complete the grading of the cut and
fill areas to conform with the lines, grades, slopes and specifications.
This work is to be accomplished under the observation of the Owner
or his designated representative.
2.3 Prior to bidding the work the Contractor shall examine, investigate and
inspect the construction site as to the nature and location of the work,
and the general and local conditions at the construction site, including
without limitation, the character of surface or subsurface conditions
and obstacles to be encountered on and around the construction site
and shall make such additional investigation as he may deem
necessary for the planning and proper execution of the work.
If conditions other than those indicated are discovered by the
Contractor, the Owner shall be notified immediately. The material
which the Contractor believes to be a changed condition shall not be
disturbed sp that the owner can investigate the condition.
3.0 ASSEMBLY AND INSTALLATION
2.4 The construction shall be performed under the direction of the Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill and treatments and necessary scour consideration shall be
performed by the Engineer.
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
arch structure shall be assembled in accordance with the plate layout drawings
provided by the Manufacturer and per the Manufacturer's recommendations.
Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
3.2 The single radius arch structure shall be installed in accordance with the plans and
specifications, the Manufacturer's recommendations, and AASHTO Standard
Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
LRFD Bridge Construction Specifications - Section 26.
3.3 Trench excavation shall be made in embankment material that is structurally
adequate. The trench width shall be shown on the plans. Poor quality in situ
embankment material must be removed and replaced with suitable backfill as
directed by the engineer.
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
All plates shall be unloaded and handled with reasonable care. Plates shall not be
rolled or dragged over gravel rock and shall be prevented from striking rock or other
hard objects during placement in trench or on bedding.
3.5 The structure shall be backfilled using clean well graded granular material. Backfill
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
lift shall be compacted to the specified density.
3.6 If temporary construction vehicles are required to cross the structure, it is the
Contractor's responsibility to contact the Engineer to determine the amount of
additional minimum cover necessary to handle the specific loading condition.
Normal highway traffic is not allowed to cross the structure until the structure has
been backfilled. If the road is unpaved, cover allowance to accommodate rutting
shall be as directed by the Engineer.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and bell f and that I am a duly
licensed Pro 23q Tg�naer, under the
laws of the to/(bf ohr lina.
L (Signature)
Date: 12/08/2021
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I hereby certify that this document was ,�'*''CAPQ''',.
prepared by me or under my direct personal •.
supervision and is correct to the best of my �" Qo,
knowledge and beli f a d that I am a duly c SEAL g�•:�
licensed Pro a si n I ng' a under the 048820 SHEET NUMBER
laws )f the Mt f o r lina. A -
(Signature)
Date: 12/08/2021 '>>�IIIL�►�'' 30B OF 34

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I hereby certify that this document was �,�,;� CAl��•.,
prepared by me or under my direct personal,
supervision and is correct to the best of my Q ; •�Fssr�;,.'lr
knowledge an beli if d that I am a duly
licensed Pr a si n I ng a under the 048820
laws of the t f o r Tina.
(Signature) ' 13
Date: 12/08/2021
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SHEET NUMBER
31 OF 34

1.0 STANDARDS AND DEFINITIONS
3.0 ASSEMBLY AND INSTALLATION
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1.1 STANDARDS -All standards refer to the current ASTM/AASHTO
3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius
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edition unless otherwise noted.
arch structure shall be assembled in accordance with the plate layout drawings
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1.1.1 ASTM A761 Corrugated Steel Structural Plate, Zinc Coated for
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Fleld-Bolled Pipe, Pipe -Arches and Arches"
Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
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1.1.2 AASHTO Standard Specification for Highway Bridges -Section 12
specifications, the Manufacturer's recommendations, and AASHTO Standard
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3.3 Trench excavation shall be made in embankment material that is structurally
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Division II -Construction. AASHTO LRFD Bridge Construction
adequate. The trench width shall be shown on the plans. Poor quality in situ
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8" LOOSE LIFTS
Specifications -Section 26. ASTM A807. Standard Practice for
embankment material must be removed and replaced with suitable backfill as
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1.2 DEFINITIONS
SECTION
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT
TRACTOR (D-4 OR LIGHTER) EQUIPMENT.
NIr)TFC
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS.
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
3. MONITORING OF THE TWO RADIUS ARCH STRUCTURE IS REQUIRED
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF
THE STRUCTURE.
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING
COMPACTION METHODS AND EQUIPMENT.
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE.
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE
FIRST SEVERAL INCHES OF FILL OVER THE CROWN.
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 %
PER AASHTO T-180.
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT
YOUR LOCAL CONTECH REPRESENTATIVE.
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES:
SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY
FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL
MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED
CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL.
BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURAL IN 8"
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED
FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON -WOVEN
GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN
SITU MATERIAL.
DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE
NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4).
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION,
REFERENCE AASHTO M-145
GROUP CLASSIFICATION
A-1-a
A-1-b
Sieve Analysis Percent Passing
No. 10 (2.000 mm)
50 max.
----
No. 40 (0.425 mm)
30 max.
50 max.
No. 200 (0.075 mm)
15 max.
25 max.
Atterberg Limits for Fraction Passing No.40 (0.425 mm)
Liquid Limits
----
----
Plasticity Index
6 max.
5 max.
Usual Materials
Stone Fragment,
Gravel and Sand
Modified from AASHTO M-145
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and
typically classified by AASHTO M-145 as A-3 Materials should not be used.
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for
Engineering Purposes (United Soil Classification System), for comparable soil groups.
1.2.1 Owner - In these specifications the word "Owner" shall mean
PIEDMONT LITHIUM CAROLINAS, INC..
1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
1.2.3 Manufacturer - In these specifications the word "Manufacturer"
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
PATRICK IMHOF.
1.2.4 Contractor - In these specifications the word "Contractor" shall
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications.
1.2.5 Approved - In these specifications the word "approved" shall
refer to the approved of the Engineer or his designated
representative.
1.2.6 As Directed - In these specifications the words "as directed" shall
refer to the directions to the Contractor from the Owner and his
designated representative.
2.0 GENERAL CONDITIONS
2.1 Any Installation provided herein shall be endorsed by the Engineer,
discrepancies herein are governed by the Engineer"s plans and
specifications.
2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by
the Owner, necessary to complete in a satisfactory manner the site
preparation, excavation, filling, compaction, grading as shown on the
plans and as described therein. This work shall consist of all
mobilization clearing and grading, grubbing, stripping, removal of
existing material unless otherwise stated, preparation of the land to
be filled, filling of the land, spreading and compaction of the fill, and
all subsidiary work necessary to complete the grading of the cut and
fill areas to conform with the lines, grades, slopes and specifications.
This work is to be accomplished under the observation of the Owner
or his designated representative.
2.3 Prior to bidding the work the Contractor shall examine, investigate and
inspect the construction site as to the nature and location of the work,
and the general and local conditions at the construction site, including
without limitation, the character of surface or subsurface conditions
and obstacles to be encountered on and around the construction site
and shall make such additional investigation as he may deem
necessary for the planning and proper execution of the work.
If conditions other than those indicated are discovered by the
Contractor, the Owner shall be notified immediately. The material
which the Contractor believes to be a changed condition shall not be
disturbed sp that the owner can investigate the condition.
2.4 The construction shall be performed under the direction of the Engineer.
2.5 All aspects of the structure design and site layout including foundations,
backfill and treatments and necessary scour consideration shall be
performed by the Engineer.
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
All plates shall be unloaded and handled with reasonable care. Plates shall not be
rolled or dragged over gravel rock and shall be prevented from striking rock or other
hard objects during placement in trench or on bedding.
3.5 The structure shall be backfilled using clean well graded granular material. Backfill
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
lift shall be compacted to the specified density.
C
3.6 If temporary construction vehicles are required to cross the structure, it is the
Contractor's responsibility to contact the Engineer to determine the amount of
additional minimum cover necessary to handle the specific loading condition.
Normal highway traffic is not allowed to cross the structure until the structure has o
been backfilled. If the road is unpaved, cover allowance to accommodate rutting o
shall be as directed by the Engineer. Z
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and beli f &ng'
hat I am a duly
licensed Pr e �si n I e underthe
laws of the t f or lina.
(Signature)
Date: 12/08/2021
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I hereby certify that this document was ,•'�+ CAPQ,,,�r
prepared by me or under my direct personal ,
supervision and is correct to the best of my = �: o�ss�o {W,:
knowledge ancVbeli f a d that I am a duly SEAL { :�
licensed Pr a si n I ng' a under the 048820 cr= SHEET NUMBER
laws of the t f o h r lina.
(Signature) ,fIV 13 ,
Date. 12/08/2021 ,ii'fiLtlt 31B OF 34

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Sediment Immin HrrifIc
INTRODUCTION
A SAimcnt Dasin Baft7e consists of a poro'as ban-ic!' ir:meEf d inside a scduncnt
biisin to reduce the: velocity :tnd turbulence of the water Rowing through the rlleasurer and
to facilitate she settSialg of sedimrn€ G-ont the +cate r before. discharge ihe5e ballles improu c
E t E' i b I€ 'b t 1] El d d h]
5+00
5+00
ORIGINAL GROUND
6+00
6+00
PROPOSED BACKFILL
7+00 8+00 9+00 10+00 11+00
TYPICAL SOUTH PIT BACKFILL CROSS SECTION A -A'
Scale: 1" = 100'
mI,
12+00 13+00 14+00 15+00
16+00 17+00 18+00
1000
•11
E:jljl]
700
19+00
TYPICAL SCREENING BERM DETAIL
N.T.S.
-Top Wwr, _ _
io•t
Heaghl
-------------
DIVERSION DITCH ORIGINAL GROUND DIVERSION DITC
PROPOSED BACKFILL
----------- - - -------------------
7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00
TYPICAL EAST PIT BACKFILL CROSS SECTION B-B'
Scale: 1" = 100'
se ra a u nee n rn to c la r1 a tog Te oc. 3n re uunZ t r u en a. Barbed-wire apron
on extension arms
CONSTR("CTION
1. Trade .Ile hasin so the bottom is Izve1 fn( rtt to bac{; and side to si(le. Jt-
top tension wire f
_. lnstall post acre;, the width or the sedilrerst h[asin {;tee Scilimunt Fence -- Lille pu5t
Jewils). Steel host, should he drn•cn w a depth oY 24-inches, spaced a 1 f
maximum of 4 feet apart, and installed up the aides of the basin as well. Brace rail ClTain-link (Alit `f
The top of the fahfic should he 6 -inches nigher than the invert of the 19 gage. 2' mesh) Ling post
C6rner, end,
spil€tvay. l'upr; of baffles shoud be 2 -inches law ar than the top of tl:a nr pull post Y Tie writs 1`"
berms. ko ---
A
€
Bottom of Fabric
3. TnstaII at €e:ast 3 sins ; ot'hafiles iutxeen the inlet and the outlet point. Truss Rod
13asinti Icss flints ?[i fee: in Iongth may use 3 baffles. (31R8" Min. Ilia)
4. ;t hart usills: post _add it supper ut•ire or reps across t's:e top ui the - -
maa%ure to prevznt sagging. Bottom rail ! Grade
5 Wrup pert)as material, su;:h aLv jute hack �l by cnir m'rtcrial, nvcr the 16, Mill.Oi�. a - 'T
�t� it c. T � to -• t Concrete base
to. 11lC '':'bc fa. rl shL old h, a � _ ] . �r«n . �nin�s in the =h'etvc
1 P €�
attach Fabric to a nix and a ,up Wort structure with rip ties, Wire: or -
;l:lpl +s. ] )u not .pliL:a tnc f'1L tic, but use a ol:linuo ti piece across the I
ba,irl.-
�i
NIAIN'FENANC, E
I Irlpr, iafil'Satleast :)ncraweek- aLid atereachrainCal l.\'lakL!any 7 FEET HIGH CHAIN LINK FENCE
rcquind TL'pairs immediately. DC sure to maintain access I the ba I'll es. WITH Shot:€d the Fahric of a �/ITH BARBED-WIRE DETAIL
brsFle colt:lpw, liar, d000mpm," or hecomc.
mcf &active, replace It proinPtly. 1L'C111.0)rti SCLli111('11t deposits sclien it
retches lulls full to prop id :tLleyuitte storaL e s ultimo for the nest ruin N.T.S.
and lu rcducc pressure (r11h c baI ,- AFla the clmtribLiting drainage
area has been properly s-abilized, remove all baffle materials and
instable sedimznt deposits. i ring the area tcl grade, and stahilize it. Wire Keintbrced Silt Fences and Super Silt fence
RIECI.ANIATION CONSTRUCTION SPECIFICATIONS
Reclamation will be conducted per the Iiacfan)atiaaa 1'lur xullcss othenvisc cored. 1. Use a synthetic filter fabric or pervious sheet of polypropylene,
1Zrfer to =.he following (lralsi Tgs of typical ba:`t1e. nylon, polyester, or polyethylene yam, which is certified by the
manufacturer or supplier as conforming to the requirements shown
in the following table.
Specifications for Sediment Fence Fabric
n.a.epwr..t.�i�..r...,era.,t
taneveuq. r..re ervnmrnYaoxt�enwmw
wn M[,p me a pow aWom wir-my ii'
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m aomrr,-e! roe
tarrrtrdd a mrRrit er sw
Pal
g p Hi9et di W61aAi srgW bt vtn rrrAyrt
under 5
arc twit.
W toil out tie pwi� do} [h durYq Yw r1 a
m n bFs�n. a oa'+ svdtrw L
Now vrswll tfr ui car Aber blots w barn
u dra�nageabtktcwnha�a(fngd tH1M
7-0'Qepm
Lm• rergth. lvoi �)i •.Lm hue• WM• tin be
r
wvrl ridtil6. Leine lv.stlw 7aRlnlrgrh
WE, Mom r✓J�wdxxcv dwde Lwu+
tithe spa(ogdill aw buin Irrglk
ad dnd6nn "" 9 u'I.edr..p.,..p.,
Figue 6.65b Coir Fiber Baffle Detail
Crass Section
of a porous baffle in a sediment hweln.
SEDIMENT BASIN
BAFFLE DETAIL
N.T.S.
Physical Property
uirements
Filtering Efficiency
85% min.
Tensile Strength at 20% max. Elongation
Standard Strength - 30 1b.11in. in. thin
Extra Stieligth.
50 lb/lin. in. min
Slurry Flow Rate
0.3 pVsq ft.hnin. min
Synthetic filter fabric should contain ultraviolet ray inhibitors and
stabilizers to provide a minimum of six months of expected usable
construction life at a temperature range of 0 to 120' F.
2. Fence shall be 42" high woven wire fence constructed in accordance
with the latest North Carolina Department of Transportation Woven
Wire Fence Detail 866.02.
3. For reinforcement of standard stre ngth filter fabric to be fastened
securely to the woven wire fence with ties a minimums 14 gauge and a
maximum mesh spacing of 24 inches at top and mid section.
CONSTRUCTION
1. Construct the wire reinforced silt fence of standard strength or extra
strength synthetic filter fabrics.
2. Ensure that the height of the sediment Fence does not exceed 42 inches
above the ground surface. (Higher fences may impound volumes of
water sufficient to cause failure of the structure).
3. Construct the filter fabric from acontinuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the
filter cloth only at a support post with overlap to the next post.
4. Support standard strength filter fabric by the woven wire fence fastend
securely to the up slope side of the posts using heavy duty tie wires.
Extend the woven wire fence support to the bottom of the trench.
5. Utilize a wire mesh support fence. Space support posts a maximum of
10 feet apart. Support posts should be driven securely into the ground
to am inim urn of 36 inches.
6. Excavate a trench approximately 24 inches wide and 9 inches deep
along the proposed line of posts and upslope from the barrier.
Design Criteria Agg'-tesi-Use 2-3;nck. washed stone.
Dimendow of grmret pad-
TLiclness:
P.idth 1)-feet . inM.»,a, or hill width at all points of We ivhiculaor
ce andexif area u tiche�rr is -at,,
Length: 100-feet miumtoar
Locad.-Locate coast-tiem emrences and exits ma limit s-dL-.t iiom
lenain°the vie and toproride forn*A:�..,,,.r, ufilily bar allcons[ractian vebirkes
(Figure 6.D6n). A-d sleep gales. and cot.- at curves in public wads.
Construction I. Clear die entrance and exit area of all vegetatioq moil, and other
Specifications°ojecfim oaableareralaodpmperlyadeit
2. Place the gravel to the specific grade and rlirnenerrme dixwil on the Plans.
and smooth it.
a
\11 3. Pm;ide drainage to carry water to a sediment hap ctr odaer suitable
Qum / l��' outlet.
/ rR
I. Use geotextile fabrics because they improve stability of the foundation in
i
locanaos subject to seepage ahigh Rater table.
J
5
8'min �T MaintenanceIMaiutai„ the gravel pad in a condition to prv%- ar =d or sediment from
leasing the construction site Ibis may require periodic sopdrea- with 2-
2.8 q inch slime. rifler each ratafalL isrspect aay shuctme used to trap sedin-,
coarse aggregate ,t�`c and clean it out as nemssar _ rrrerreertiabely r ,e all otgectioaable materials;
-,pifled, washed. or hacked onto public roadways.
TEMPORARY CONSTRUCTION ENTRANCE/EXIT DETAIL
8. Bsckfi11 the trench •a ith compacted soil placed ores the filter faibric.
N1A[N I ENANC V
1. inspect ivire reinforced silt foiiec at least once a wcek and aftx•r each:
nairrall- Make any rCq lied repairs inar•.lediatcl}',
'. Should the :rbric ❑f se(]imant fanu collapse, tear, decamp r :
iTzcolnc incTectic'e, rellacz;l p)rumpily.
3. Remove s.din-,ent deposits as necessary to provide adequate sleragz
v of urns for the ne\L T-ain and to reduce pressure can Lhc Fence. rake. Cara
:c avoid undcrnaining ille fence during cleanout.
4. ften:ocu r;l€ fertcing neater:ats anal unstable scclinle:.I de;x sits and hrrtg
he area to grade and stabilize it after the conmoti ing (Irainagc arcs has
beet: properly srahilired;
IZF:C1., M VrION
lteciaination will he conducted per d:c R3 3cfarriari'm Plan wlIQFs othl ,rwise noted.
lZefet to the tolloutng drawing of a typical wire reirtfot ced sill fence,
Wire Reinfarced Silt Fence Retail
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SILT FENCE DETAIL
N.T.S.
s�irue1lbrca rwtr
tan rtxer •ire va, Cl" tact rFrc'e
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ELEVATION VIEW
uY raa•r 'Alm
P •lrl'1'dxl •r 3-
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I-CnpnE: SECTION VIE1i
(wt.>c.t f n. i be r- BI- F.d...m )- mUmd ri err a mw erswe.tdm ern-. The pew"I i b nr ,ev,. rob -IA 31r
pl o ho.. jp k l.:dwsmwn+bl fq. men kno rllr
Plates:
l nmset ttrisrrWlwd+wee werdde�pr.Amw..c
E. Fr.ra fadie>Vf lr ir�.lwwall'MiYYeY f��nliarrr�ixiarnwA)H'gtM Yn ud �xJw.iwt
rs.,:r.l pq�ra�nd�ri�r•tefeirrl eerl4wa u>brl.e.�ar�ve r.m,��son�rw,w v'�,ee uo y�
Malrl
wt., ,.w r Fnl n rhte erd vmw rYlbe warimppad b, V.
L V�etmV�er Jule ^n Mitred d W rawssrtlYltiwsewrwfa. reM1fuY bw16 rsen[� fPY eF�M V!. ei tie s.,n evade .q Ne
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SUPER SILT FENCE
Nd .r.re
16+00 17+00 18+00 19+00
20+00 21+00 22+00 23+00
❑NSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
HIGH COHESIVE B
0 SANDBAGS (TYP.) FILTRATION SOIL I
0 0 OR STAPLES Q o V100
CLEARLY MARKED
0 O nNCRET SIGNAGE NOTING
b Z WASHOUT DEVICE
CLEARLY MARKEDO O ONCRETE SIGNAGE NOTING (18'%24' MIND0 0 0 0 WASHOUT DEVICE (18'X24' MIN.)O o
B
SANDBAGS (TYP.)
PLAN OR STAPLES
SANDBAGS (TYP,)
10 MIL OR STAPLES
PLASTIC LINI HIGH COHESIVE 6 LOW
10 MIL
1-1 SIDE FILTRATION SOIL BERM
I'll PLASTIC LOPE
SIDE LINING (TYP.)
SILT FENC SLOPE SANDBAGS (TYP.)
(TYP.) OR STAPLES
2'
T-0' MIN.
L X' MAX.
SECTION A -A SECTION B-B 6 X' MAX.
NOTES,
NOTES 1. ACTUAL LOCATION DETERMINED IN FIELD.
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED WHEN
1. ACTUAL LOCATION DETERMINED IN FIELD. THE LIQUID AND/OR SOLID REACHES 75Y OF THE STRUCTURES CAPACITY
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED WHEN THE TO PROVIDE ADEQUATE HOLDING CAPACITY WITH A MINIMUM 12 INCHES
LIQUID AND/OR SOLID REACHES 757. OF THE STRUCTURES CAPACITY. OF FREEBOARD.
;,CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARY MARKED WITH 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARY MARKED WITH
SIGNAGE NOTING DEVICE. SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE NOT TO SCALE
CONCRETE WASHOUT
N.T.S.
TYPICAL PIT BACKFILL SECTION
1
24+00 25+00
1000
•11
: Me
700
26+00
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
g PP Y p Y
overflow events. Replace the tar sand bags or other temporary structural
p P, g P Y
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
2'
BERM TO BE
/ CONSTRUCTED OF EARTH
OR BOULDERS
L
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TEMPORARY HIGHWALL BERM
2 HORIZONTAL TO 1 VERTICAL OF FINAL SLOPES
)OLIDATEI
ETY BEN(
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30m
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1
TYPICAL PIT CROSS SECTION
QUARRY TO BE
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1 hereby certify that this document was
'� CAP ,`'-.,
prepared by me or under my direct personal D
supervision and is correct to the best of my : O�JJ•��oFsrp;'�
knowledge and. bell f and that I am a duly �: Q SEAL �r':F
licensed Pro a si n I rig a under the = = p48820 =
= SHEET NUMBER
laws of the t f o h ar lira . y�:,'AAy`, rhh ;•
(Signature) f'f,,{`�+jl $ \Iti 0 .+s�
Date: 12/08/2021 f!'f1f1111115"32 OF 34
N.T.S.

TYP HAUL ROAD DITCH DETAIL (Min. Slope Section)
N.T.S.
�9.50 ft.
1.00ft. Freeboard
2
1.37 ft.
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 6.15
Area of Wetted Cross Section: 3.77
Channel Slope: 0.5000
Manning's n of Channel: 0.0300
Discharge: 9.57 cfs
Depth of Flow: 1.37 feet
Velocity: 2.53 fps
Channel Lining: D50 = 1.50 IN. RIP RAP
Freeboard: 1.00 feet
971T/:l:IMto] ►1QI Ill I97_w"91=11111_11Ill LIFA110Ill we] »y:lIII 7�
N.T.S.
13.84 ft.
1.00ft.
Freeboard
2 2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 11.02
Area of Wetted Cross Section: 12.11
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 46.90 cfs
Depth of Flow: 2.46 feet
Velocity: 3.87 fps
Channel Lining: D50 = 1.5 IN. RIP RAP
Freeboard: 1.00 feet
DIVERSION DITCH DA-74 DETAIL (MIN. SLOPE SECTIC
N.T.S.
ft.�
�11.87
1.00ft.
Freeboard
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 8.80
Area of Wetted Cross Section: 7.74
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 25.80 cfs
Depth of Flow: 1.97 feet
Velocity: 3.34 fps
Channel Lining: D50 = 1.5 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE SCREENING BERM DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
�14.16 ft.�
OOft.
Freeboard
1 1
2.5
2 2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2-00.1
Right Side Slope 2.00:1
Wetted Perimeter: 11.36
Area of Wetted Cross Section: 12.90
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 50.88 cfs
Depth of Flow: 2.54 feet
Velocity: 3.94 fps
Channel Lining: 18 inch Rock Rip -Rap
Freeboard: 1.00 feet
seocgD a.a
WORST CASE
ROAD DITCH (MINIMUM SLOPE]
Mawml. Norao
Tria7gWar CYiadTr7EP
ke�mra 'vraao.� ReepceN
Ra[o
SHelape Slapr l96, Mun-a
FXi, Oegu fr'J %e Depth
1-W
PADM Method - Mild Slope Disegn
goer Feen9.Xe wy Freepcam
acdn DWh.ygr. S.V CN
oewi. 1.mR z.x•n
top wvh: 5.49R .RBR
WOW xsrfR
xngft
1RMaulk Rww 9.6141t
horde f8inte- 0.54
morn 1m e
D50. 130 n
a� SrA H
SOD 1p vimy Rw
Pnrael {1a,S2i1
SEpCA44.0 ,n.-...
Worst Case Road Ditch (Maximum 51goe)
Mawuil: Moral
Tr4wzor"Ci} ma?
eamm Freehaew
riyd. (Fy SiC�iape sAe Oe swp� ;•bl Rid FnaM [ x
selo Ra79 oepm crtl o. ^+nr eon (+�I
se)cNd lUM R.m
mSe FremvRn ,q F,eebvr9
.�9^CIYayp�
9iT tit
,.Pa
tap vadu:
nerR ASAx
Vdooy:
s14 fa.
N� Rn9:
1 q R
Md+.R Radius:
0.3., R
159ude'-ftvd�
'LE6
r.Mnntryk.:
Dn.3v
an.
YAQ Y�
13-
4MM
Typical Haul Road Ditch Details
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DIVERSION DITCH DA-77 (MINIMUM SLOPE)
marial: P, Sao
rrrarV" Cn,3nne!
L� Jh1 RP.bPrJ FmMmN keebo.N
3A:1 i.kl B.5 1A0
PACER Method • Mild Slope Design
�01TMnrJ ya Frcd>mJ
D.i, Ohdirpc
Wh:
M90 cFi
Za. R NS ft
T, Wdlh:
Vdallr
9 R 19M R
3 fps
%3e[lbn Casa'
]2.I l ypR
H9dreWC RwfNs
1.10RR
PaN�Nu�
f1.6Y
rgynnkg. n:
pplm
Dtapg
Loin
met
,_sD.
CMnwc
3np n
9 ADVMtyRw Rlf1C 0&1A2Q21
rated ORla-pTr
DIVERSION DITCH 128-77 (MAXIMUM SLOPE)
Material, R as
rriayRpd� ar�x�
FnKaw,2
5� ifgw! Stle:gpe Swya[K] Tr�mrd FvnwrJ OU�L•
RaOc r..+0. Oepm iRl §0a oa-+Ri [yy�
PADER Method - Stapp Slope Design
v FreeW,e,a W Fie m
D-p aenhsge: H wCR
cwl: lA5.1 Za R
t,p h: ].aDR for R.
YdzIW. =41?a.
%5r Iwc n.li aqR
Ryd-k Ra}T 04a9R
1NazY 1Avnhr 2M
.ta�alRn; D.aBtD
amm: spRh
050. V4Rtr
bm6r Hagan
EEOG10lny' Rw�
Diversion Ditch DA-77 Details
,
DIVERSION DITCH DA-74 IfMINIMUM SLOPE)
M1aLr,a: RiraaO
Ti a7�rlar G.mYLkH
RR�O ; Rauo Pepe( 7 D•P [fj v. .+.PL, �' [ R a-
PARER Method - mild slope Design
Omen O6Tsdx 25M,M
DWN: 10'i lwff
Tp NORh: daft 1L ft
d-p. xx1 rrm
%-4etU Arco. �-]4 egT
R(*Wk RWIW ummiaR
Rai Rrerc OJ9
Hanmgsn: puzvo
, AOn
�5R 19]n
Btu DOHq Mn ina¢m5aw2,
seocnD a.o - -
DIVERSION DITCH DA-74 (MAXIMUM SLOPE)
Material: Norao
rd��,Qlaarasin�
saenepe s�eve sep61ee7 "am"e F""`6 RwlL.tl
Rtlm ownlm ,6aoepm nyof
2P.1 3A:! 6A 1,9�
SlLCAa JeyN Ram
Dospn l.W W
2iwm
DWI
LLft
141R
Tap R1m1[:
6 r
MR
Ir.,xtT.
k•saam N�
&nzf.
s-55 qR
Nrsaar vemua
o.ewrt
Fypde NYma.r
i]]
3 n
orea�
set m
nivanzinn Mitch DA-74 Details
r■�v■v�v�■ r�w�■
SEDCAD 4.0 w
t
TYPICAL DIVERSION DITCH FOR SCREENING BERM
(Based on Worst Case Flow for Drainage Area 181 and
Min. Ditch Slope Allowance for Width)
Material: Riorao
Tnangular Lrianne/
•W.I Reenard yreaar. R+a6ord
ate`- .auo "'I D M) waon,n �
I ma soa ul 1.00
PADER Method - Mild Slope Design
w4R.msC NR.d>d..
Delon Dletl 50..
DMW: Y.mft &.ft
Tap- ­ft 14.15ft
Wow a.95 fp.
kHietlkn Net: aelgft
HyA-Ik Padlm: 1.:o-
Fettle NYm1r. 0.R
Mmdnpk n: O.Ot90
D59: 1.5a n
C m 349 n
seocno web Ran Fnnwa o9-u-soz,
P.:.ca C6,M"021
,
Prned [61430]r
TYP HAUL ROAD DITCH DETAIL (Max. Slooe Section
N.T.S.
7.67 ft.
0.67 ft.�
1 1.00ft. Freeboard
2 2
1.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 1.00
Wetted Perimeter: 3.99
Area of Wetted Cross Section: 1.56
Channel Slope: 10.0000
Manning's n of Channel: 0.0410
Discharge: 9.57 cfs
Depth of Flow: 0.67 feet
Velocity: 6.13 fps
Channel Lining: D50 = 3.00 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE WASTE ROCK PILE DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
15.51 ft.
1.00ft.
Freeboard
1 1 �
T
2.88 ft.
2 2 1
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 12.88
Area of Wetted Cross Section: 16.56
Channel Slope: 0.5000
Manning's n of Channel: 0.0280
Discharge: 73.70 cfs
Depth of Flow: 2.88 feet
Velocity: 4.45 fps
Channel Lining: D50 = 1.5 IN. RIP RAP
Freeboard: 1.00 feet
DIVERSION DITCH DA-77 DETAIL (MAX. SLOPE SECTION)
WORST CASE PLANT AREA DIVERSION DITCH
N.T.S.
DETAIL (MIN. SLOPE SECTION)
N.T.S.
ft.�
15.35 ft.
�9.80
1.00ft. Freeboard
1'00ft. Freeboard
1 1
1
2.84 ft.
2 2
2
1
1.45 ft.
Channel Design (Non -Erodible)
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 12.70
Wetted Perimeter: 6.50
Area of Wetted Cross Section: 16.11
Area of Wetted Cross Section: 4.21
Channel Slope: 0.5000
Channel Slope: 29.0000
Manning's n of Channel: 0.0280
Manning's n of Channel: 0.0540
Discharge: 71.05 cfs
Discharge: 46.91 cfs
Depth of Flow: 2.84 feet
Depth of Flow: 1.45 feet
Velocity: 4.40 fps
Velocity: 11.14 fps
Channel Lining: D50 = 1.5 IN. RIP RAP
Channel Lining: D50 = 9.0 IN. RIP RAP
Freeboard: 1.00 feet
Freeboard: 1.00 feet
DIVERSION DITCH DA-74 DETAIL (MAX. SLOPE SECTION
N.T.S.
�9.62 ft.� J_
1.00ft. Freeboard
7-
2
1.41 ft.
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 6.29
Area of Wetted Cross Section: 3.95
Channel Slope: 6.0000
Manning's n of Channel: 0.0410
Discharge: 25.80 cfs
Depth of Flow: 1.41 feet
Velocity: 6.53 fps
Channel Lining: D50 = 6.0 IN. RIP RAP
Freeboard: 1.00 feet
Typical Screening Berm Diversion Ditch DA-181 Details
WORST CASE TOPSOIL PILE DIVERSION DITCH
DETAIL (MIN. SLOPE SECTION)
N.T.S.
�11.46 ft.
4-
1.00ft.
Freeboard
1
7-
T
2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal
Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope
2.00:1
Wetted Perimeter: 8.35
Area of Wetted Cross Section: 6.96
Channel Slope: 0.5000
Manning's n of Channel: 0.0290
Discharge: 22.40 cfs
Depth of Flow: 1.87 feet
Velocity: 3.22 fps
Channel Lining: D50 = 1.5 IN.
RIP RAP
Freeboard: 1.00 feet
seocAD a._o _
'
WORST CASE WASTE ROCK
BASED ON DA 5
Material•
PILE
(MINIMUM
Rlorao
DIVERSION
SLOPE)
DITCH -
hiam]r.><ar
L77d a'a9'
Fedb-rd
Feeno.N
RErI:wM
si ct:e sbm (g.] aptli (Rj
....
2.k1 Z{L
R5 I.aO
PADER Method - Mild Slope
Deign
,d-reenn.d
wmr.euere
D�nota.vm
na.
TWWh:
1i.51rt
LmlR
­.W.
a.."
X6.p ":
16-'6.pR
NyitiC Rellrr
1]FI1
ne1V. X.rYXr:
l.6a
550iy
eacfa LXy qm
ar.ea o�t4-w2,
SEDCAD 4.0 Mw.
WORST CASE WASTE ROCK PILE DIVERSION DITCH -
BASED ON DA 5 (MAXIMUM SLOPE)
hlaerlal• R�rao
iri3ngla'ar C16YIne1
+ra l Prmeem "'�eYtl
s1Hi-A' tYwemr e6ampyn ret.
Rp RYk
2Tl 2A:! WA 6A
BEor• busy3Ln
r3R Fnx9mN n' FfnA.aM
D.sy�Dam.gc
rzzu at
DepVi:
xRl R ]04 k
TnpWnr
&van lxRart
V-kw.
cy. ryc
HNL..Y:W
IXf88R
RNaweumlwr
1.d1
­Wn,
--
RD..d
-
D�.
ma
Typical Waste Rock Pile Diversion Ditch Details
SEDCAD 4.00-
WORST CASE PLANT AREA DIVERSION DITCH - BASED
ON DA 45 (MINIMUM SLOPE)
Material: Rioran
Ti-iangWdr cwr#76
IM 9w FM• rJ T...Isaw FNRwi!
S� � Xem�, �pn[R, weyDepn."�i
m
seocao a.o
xye N.rao.d xd Fl..hom.
Dmyn Omhmpe )1A5 e/e
emu: Y.B.! 3AiR
Tm n. 11�k r. >•R
nn..r�pn.: amaw
Dmin: lA7F
a3X ISOn
Dora 3Wn
,
p.xywtoG---
SEDCAD 4.0 -....
WORST CASE PLANT
AREA DIY IOrI DITCH - BASED
ON DA 45 (MAXIMUM SLOPE)
Material: Rfor-
rncnarv�e
4�osd Fcwm Re�O"tl
3-Rl
2A:! lA IM
PAGER Method - Mild S" Design
Nm F 4 *Fin o
D.1p,P9c TS.N It
�plh: 2.@R 101
Tnp�r :RnR WAR
vyoorr c� ryc
Hyd.uY:Win _199R
PwW. NumVr 4.]6
M.nny�kn Dm.a
o.m: xmR
os¢ env n
SEoc,busy ion
P,..dou,4 R,
Typical Plant Area Diversion Ditch Details
t
WORST CASE TOPSOIL PILE DIVERSION DITCH - BASED
ON DA 32 (MINIMUM SLOPE)
Mee lal: Rn ao
rn3ngedar Cl6Ylrlel
+ra3o-d Peeooen RRMeM
`�� . s R 9.pe(w=} Dews my e6amprn nPi •
Rpp RIk (�
BEbrbuwy3Ln
NM FnzaxN y' Ffn3aeM
DrNm pp�argc
Rx.wW
]epVr
1.81 k ial k
Tnp�r
OR MOR
vyoorr
a -a ryc
h ,.rcm A..�
ascwft
Hyd.uY: Win
IXB81 R
fOxW NumVr
aw
-n q n-
os¢
teat^
SEDCAD 4.0
WORST CASE TOPSOIL PILE DIVERSION DITCH - BASED
ON DA 32 (MAXIMUM SLOPE)
Material: Riprao
7mnquR r cwwkv
I/y 4q& Remmrt frmamav Ree.oeN
swrvc. SXYtl9pa SWp. CF] n1n.r
RYIp RnB. orod�trt, xcroeoe. �„%
t.0.1 zce! m.v 1.00
WER Method - Sbmp SFope Design
.i. Redford Whrdasd
Dwgn DRY�.ryR 2YA]cfs
1.>3, �:3n
T_d .31, L5111
'FB.Sp. A­
HVdraAPl jlm OXdSR
Fwd. Nrdv: ].C6
Wnntn
Lm.o: aAOn
D6R ER]il
Dpr� 2-
RR.,
nwgRm Prrt.aae.saaDz,
Typical Topsoil Pile Diversion Ditch Details
WORST CASE WASTE ROCK PILE DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
�12.03 ft.�
4-
ft.
Freeboard
1 1 2.0
2 2 j
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side
Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 8.99
Area of Wetted Cross Section: 8.07
Channel Slope: 10.0000
Manning's n of Channel: 0.0480
Discharge: 73.70 cfs
Depth of Flow: 2.01 feet
Velocity: 9.14 fps
Channel Lining: D50 = 9.0 IN. RIP
RAP
Freeboard: 1.00 feet
WORST CASE PLANT AREA DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
14.72 ft.
4-
ft.
Freeboard
1 1
2.68 ft.
2 2 1
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 12.00
Area of Wetted Cross Section: 14.37
Channel Slope: 1.0000
Manning's n of Channel: 0.0340
Discharge: 71.05 cfs
Depth of Flow: 2.68 feet
Velocity: 4.95 fps
Channel Lining: D50 - 3.0 IN. RIP RAP
Freeboard: 1.00 feet
WORST CASE TOPSOIL PILE DIVERSION DITCH
DETAIL (MAX. SLOPE SECTION)
N.T.S.
�8.51 ft.�
1.00ft. Freeboard
T
1.13 ft. T
2
Channel Design (Non -Erodible)
Channel Type: Triangular, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Wetted Perimeter: 5.05
Area of Wetted Cross Section: 2.55
Channel Slope: 20.0000
Manning's n of Channel: 0.0480
Discharge: 22.40 cfs
Depth of Flow: 1.13 feet
Velocity: 8.80 fps
Channel Lining: D50 = 6.0 IN. RIP RAP
Freeboard: 1.00 feet
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1 hereby certify that this document was •`;�,CA1�O'•.,
prepared by me or under my direct personal �,�
• �ssr .
supervision and is correct to the best of my c`1O.:oF o ;
knowledge and bell f a d that I am a duly Q SEAL :F
licensed Pro a si n I g' a underthe 048820 ��
laws of the SHEET NUMBER
r`'
(Signature) +ff.�rry $1�1�.`��
Date. 12/08/2021 ffftllt{l� 33 OF 34

TYP WASTE ROCK PILE FLUME DETAIL (Min. Slone Section
N.T.S.
1
1 .08 ft.
2
10.00 ft,
1.00ft. Freeboard
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal
Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope
2.00:1
Base Dimension:
10.00
Wetted Perimeter: 14.84
Area of Wetted Cross Section: 13.13
Channel Slope: 5.0000
Manning's n of Channel: 0.0470
Discharge: 85.86 cfs
Depth of Flow: 1.08 feet
Velocity: 6.53 fps
Channel Lining: D50 = 3.00 IN.
RIP RAP
Freeboard: 1.00 feet
TYP TOPSOIL PILE FLUME DETAIL (Min. Slope Section
N.T.S.
15.82 ft.
1 tf Freeboard
2 � 10.00 ft.2
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 12.04
Area of Wetted Cross Section: 4.98
Channel Slope: 5.0000
Manning's n of Channel: 0.0410
Discharge: 22.40 cfs
Depth of Flow: 0.46 feet
Velocity: 4.50 fps
Channel Lining: D50 = 3.0 IN. RIP RAP
Freeboard: 1.00 feet
sEocno a.o
,
WORST CASE DRIVE THRl3 (BASED ON TOPSOIL
PILE
DA-32
M4 heral: Rlorao
Irapeztz'c1a1 Clsr�
exdm [R) � Fa'tle lope l49•
PYM1IRI bdP�te
Mnit.•
Ivm1
a0A4 B.0.1 Rae1 lA
lA0
PAPER Mebt d - Mild Slope 0exlgn
osy, oem.y� izm
am,e CH ft 1.9]R
Tee Wdlh: 5a.arf MArR
vmo<�: xelrps
x-s«nvn ram: tin w R
gda*oriw PAU11
rmnnnd:R n.o14o
doll 1.0e lr
osa: I.so In
amdto uerp sw
F1,11ec o4.,axc1
sF.ncno a.a ,.•x
MM CASE WASTE RQQ( PILE FLUME MINIMUM
SLOPE (BASED ON PHASE 1 OA-14�
Material: Rldae
rr�vezaa 'rnarx#r
L, Wr+
vmnn r4l =•�v'n s� aey.Ibl PrPR IrD ■dmlwe IIILn
PADER Mebrod - Steep Sope Design
rer .
DWpe
P4pN': y4ak
V/o[N. 454 iR
xeana, fmu: n. r,. •
Ih�e.'v penes.
r N.rbc
nnrq:n
y�lOkD warlmr
F,k4m L61�24ee
st:ace,o,a-u w
WORST CASE WATE R09i PILE FLUME HAMNUM
SLOPE (BASED ON PHASE 1 DA-141
Material: Riorau
raiwn �' �M.-iil „i.0■10
wlm prl s� 5upr iR1 pq.k [try ■deep:. ei.
r+'a�
hADER kethm • Steep Slope Design
wbr�.a W,
Pwac u]art LAR
]op walA: u>QR 16RR
u■eNn: akse ro.
x'-knaf■ft Fd1 y R
vaoK anikex 0.4] I R
,made loner:
Mnimda n:
:;:.coon wen ten
Typical Waste Rock Pile Flume Details
s�cad a.o�
WORST CASE TOPSUIL PILE FLUME MINIMUM SLOPE
(BASED ON DA-32]
Ids aL R:ura
T7�kyai7a! L 7.r�`A+L+r
�„ �� S9R w wn Fry(prrp FRr4eaPo
�� k.aa x� sL1p. (tic) ceyn[e x#Pkpk tv�
r9.D] 2L:1 2a:1 f.0 r.aL
FADER Method • Steep Slope Volpe
wa 8va.n Npq..mm
bWno �� �rt
rq wft al_.R ssspn
.bwrp
.�pNA2. ,9re4e
•r, a.er Rae.: nisi
I� •90n
Frf9CNl Jelfrkun P1eda4C•13:V.+
Fn#rm W.1S]u2r
s�nran a-u
WORST CASE TOPSOIL PILE FLUME MAXI
(BASED ON DA-32i
-.lit�w: y.p
fin w ,rn N� p.,.ed „wtw4
� awe xryye sq'-iY•1 OrW [�7 ■dG.R+i•
uA 1 ✓n: sP.a r.4o
hADER Met}wd • 9" Slope Design
�,u.nrA: zx+on
Pala D�4 Lsa
aYwamli,ft Ls3ac
x .:^,• free 1,42a1 R
AmwK Fenix 0.M9R
F-dewneQ o
rAp ,
amcan wen..e on#ve or.l, war
Typical Topsoil Pile Flume Details
N.T.S.
TYP LOW WATER CROSSING DRIVE THRU DETAIL
N.T.S.
64.07 ft.
8
r 40.00 ft.
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 8.00:1
Right Side Slope 8.00:1
Base Dimension: 40.00
Wetted Perimeter: 48.13
Area of Wetted Cross Section: 22.21
Channel Slope: 1.0000
Manning's n of Channel: 0.0340
Discharge: 57.97 cfs
Depth of Flow: 0.50 feet
Velocity: 2.61 fps
Channel Lining: D50 = 1.50 IN. RIP RAP (GROUTED)
Freeboard: 1.00 feet
Typical Low Water Crossing / Drive-Thru Detail
N.T.S.
TYP WASTE ROCK PILE FLUME DETAIL (Max. Slope Section
N.T.S.
16.82 ft.
1
7
2 2 10,00 ft.�
1.00ft. Freeboard
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 13.15
Area of Wetted Cross Section: 8.03
Channel Slope: 50.0000
Manning's n of Channel: 0.0710
Discharge: 85.86 cfs
Depth of Flow: 0.70 feet
Velocity: 10.67 fps
Channel Lining: D50 = 9.00 IN. RIP RAP
Freeboard: 1.00 feet
TYP TOPSOIL PILE FLUME DETAIL (Max. Slope Section)
N.T.S.
15.29 ft.
1 �.-Eftf Freeboard
2 10.00 ft.L T
Channel Design (Non -Erodible)
Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1
Right Side Slope 2.00:1
Base Dimension: 10.00
Wetted Perimeter: 11.44
Area of Wetted Cross Section: 3.42
Channel Slope: 50.0000
Manning's n of Channel: 0.0720
Discharge: 22.40 cfs
Depth of Flow: 0.32 feet
Velocity: 6.53 fps
Channel Lining: D50 = 6.00 IN. RIP RAP
Freeboard: 1.00 feet
Construction 1, Rem ere and properly dupers of all des_ btnis1L zmips_ amd other
obieramable matenal.
Specifications
2, F_nsme that the rrntarrtttlrn consuirted cross 4eil;ou t all d-■iga
regttitrm�rtt5-
3. Ensure that the tap of the dtloe L; not lower W an' PDint thaw the deslg~i
ekvat imipbu.s the specffil=d settle
A. Ptia ide mfficiml roorn arormd di aions II pemlit nndune remdmiz and
Clt.
�oars� 3d6fBl�f@ _ _
41.
Ugmte the ridge mmediatel{• after constnlcttalL unless it i ill rEimin to
place less t13an 30 otdna- days.
Maintenance LISPeU ' diIfflMioas once alyeek Md afttr eVC1y I&RhEL LUMC iattly
remove 9Ddmw t III the Ebw area and repair the dtx=. Dnndge. CareEaRy
chick ou#lelis and male timely r€ mirs as needed Vol-Limthe area prates is
per�y mbihwdl. remove the ridge and the rh.>xnn&l to Mead evil the
natLual groom level and approil stabilize 1L
Figure 6.20h TOrlppfHry gf;tvel dwarsiun diko torwarwie mro"ing (rdWiadfrom v$ SWCC}
Temporary Diversion / Sediment Detail
N.T.S.
8
ft.1.00ft. Freeboard
f
TYPICAL PIT DEWATERING POND DETAILS
Scale: 1" = 50'
R
SPILLWAY DETAIL
N.T.S.
CM1enne Des (N mErcabl )
ree: oa aoo1
sae 81. e
D„e T
mens onls L RStl n
9M1 S S pe
ease D76 00
Area o1 Wettetl Cross SeuNon: 52.4]
cM1eph slope o 5000
neon ns e n orcennneL o wzs
D � w�089 s
p f o kit
Vel aY 91 fps
n ng: tan Nock wp-lisp
FreeeoeN: 1001eeI
1
2
GEOTEXTILE FABRIC
SHALL BE PLACED UNDER ENTIRE
WIDTH OF THE GROUTED RIPRAP
1.00ft. Freeboard
2 A
1rem 11w!]GZfl1110fi7G410I'MI
TYPICAL OUTLET PROTECTION DETAIL
N.T.S.
U I
J
w
'
r
N
!r Elev Storage Ac Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F.
CD
776m 1100 0.0 0.0 0.0 a31 1359k4
'
N
777.00 0.32 513.2 13a55.9 103649.6 0.34 14609.3
778.00 0.66 1065.8 28776.2 215261.0 0.36 15666.7
779.00 1.03 1657.8 44761.9 334842.6 0.38 16746.1
7
780m 1.42 2290.1 61833.7 462547.8 0.41 1784&2
7
781.00 1.84 2963.5 80013.9 $98545.2 0.44 18973.1
Q
782m 2.28 3678.7 99325.5 743006.0 0.46 20119.9
I
•
783m 2.75 4476.7 319791.3 896100.8 0.49 21290.5
784.OD 3.25 5238.3 141434.7 1058004.7 0.52 22487.3
i
784.31 3.41 5495.8 148387.5 1110015.4 0.52 22849.9
NOTE: ALL ELEVATIONS ARE ASSUMED FOR VOLUME CALCULATIONS
Ell
760 1 1 1 1 760
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2-00 2+20 2+40 2+60 2+80
CROSS SECTION A -A
Scale: 1" = 50'
rm
760
0-00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00
CROSS SECTION B-B
Scale: 1" = 50'
INTRODUCTION
Cutlet Pnoteenon consists of Class 1 or Cuss 2 Rip Rap constructed in accordance
with NCDOT slandards. Outlet protection for culvcrLs. is configured 113 accordance wah
VCDOT design charts. Outlet protection for sediment structures consists of a level area
.hat varies in size and is designed to accommodate the flows from a paTticularoutict, Each
Juliet Protection is site specific and a detail is provided for the particularstructurc to nhieh
:he Out lot Protection applies_
The level area consists of NCDOT Class i rip rap construcicd in accordance with
hr- plans_ Outlet protection is designed to reduce velocity and disperse water. Outlet
prolecuon is designed to reduce the possibility of crositm caused by conccrrtraled waters
M natural slopes.
1. Clear the foundotio➢ area of trees, stumps_ roots, loose rock, and other
cbjccncmblc material.
2. Excavatc the cross section to the lines and grades of the rip rap
placccmont as shown on the plans. Bring over-cxcavatcd areas to grade
by increasing the thickness of Lhc liner or by baekfillina with raciisl soil
compacted to the density of the surrounding ntateiial. Placc alt surplus
excavated matenai tram the hap excavation in the overburdim disposal
bean or athcr approved area.
3. Perform all channel construction to keep erosion and watcrpollution to
a minimum. hmnediately upon completion ofthe channel- vcgetatc all
disturbcd areas per the approved Reclanrarlan Plan or as stated
otherwise to protect them against sail erasion. "''here sedirrieni trap
construction will take longer than 30 days_ vegetate incrementally_
r"ANcE
1. Inspect outlet prorcction aL regular intervals as well as aftcr major rains_
and maLrrepairs promptly. Give special attention to the outlet and inlet
sccdon5 and other polnLs tvhcrc concentrated flow enters. Carefully
chock stability and look for indications of piping, scour hales, or bank
failures. Make repairs immediately. Maintain all vcgctanon adjacent
to the slope channel in a healthy, vigornus condition to protect the area
from crosien and scour during out -of --bank flow_
WAT1ON
Rcclaroaxion will be conducicd per the Reclamanou Plan unless otherwise noted.
UNDERDRAIN UD-1 DISCHARGE DETAIL
SCALE: 1" = 500'
Mann
1 Sediment Basin No. 3
D-2\ I��I
ll% Diversion Ditch DA-10
� r
Use best available impervious material O
to construct the first lift to elevation o''-
808.0 and grade in a dischar a_-
channel to allow for positive fglow tit Basin No. 4
from Underdrain Ull to dayyligght
and tie to Diversion Ditch DA-10
Exit Channel to be constructed
to match dimensions for Diversion
Ditch DA-10. Underdrain material
Underdrain Material To Be Placedto be laced on to to allow for
By Natural Segregation es- underdrain flow tobeintercepted.loft
Its PD-1
� I
I
h Limits of Phase II Waste Rock Pile
Sri�i•�i ■
- i s
41Sl�iA.
-
q�q�`i�!9i
�f! t�ahi-p'!� is s.'�
' LSzC ..5mm
'P�
La
I
am r' Ilyd_I
11'
'IIIta se Ctivn AA `- __i,' •'loll]=1 F
Filter
blanket
Figure 4A lc Frprap �tl■ pMxlkn [n»Rlep lean Vz Svrxl
Outlet Protection - Energy Dissipator
Culvert - Diversion No. 1
N.T.S.
Rio Rap Lined Channels
CONSTRUCT ION S PECIFCCATION
1. Construction will be carried out in such a nnnnner that erosion and
sediment loss will be minimilcd_
2. Prior to commencing construction, appropriate temporary erosion and
sedimcrnt control stsurtures will be installed. Tcmporary control
structures include (hut arc not liruitcd tot silt fence, rack check dams
and straw hale harriers.
3. Remove all tress, brush, stumps, and other objectionable material from
the foundation area and dispose of propetiy_
4. Excavate the channel f'ounda[ion and shape in line. grade and cross
section as designed Prue of irregularities- which impede normal (low_
Bring over excavated areas to grade by backfttling with moist soil
compacted to the density ofthe surrounding material.
�. Ciradc sail away trom channel so that surlace water may cater freely.
6, Place filter cloth andfor any other bedding material to line and grade as
dcsigtncd. Place filter and bedding lrratcnal muzicdiately aftcr slope
preparation. For F Itcr fabrics. overlap the downstream edge by at least
12 inches over the upsucam , idge that is buried in a min imam 12.inch
trench. Spacc anchor pins every 3 fcct along the overlap. Spread
granular materials in a uniform layer. When more than one gradation
is specified, spread the laycts so there is minimal mixing;.
7. All earth material not needed in coDstruction shall be spread or
disposed of so that it will not intcrftxc tr jib the functioning of the
di version.
R. Apply lime, fiertiiircr and seed the disturbed areas around the channel
in accordance with the Vcgctation Plan_
MAINTENANCE
Inspect rip rap lincd channels at regular intervals as well as aftcr major rains, and
make repairs as soon .as practical. Givc special attention to the outlet and inlet sections had
other points where concenuatcd flow crnicrs. Caref fly check stability at road crossings
and look for indications of piping, scour holes or bank failures. Maintain all vegetation
adjacent to the channel in a healthy, vigorous condition to protect the area from erosion and
scour during high flow periods.
RECLAMA710N
Reclamation will be conducted per the Reclamation Plan unless otherwise noted.
Rcfcr to the fot lowing drawing of a typical riprap-lined conveyance channel.
Typical Rip Rap Conveyance Channel
V-Shaped Riprap ChannW
ti wp .4h
rs•�u a�lv _ '
nasyl mirldL� � - � -_ sly -fill suwmrra vacs.#iue
^ •II: ��'�l'- Flllm Wyp. 9raeV oe IaDrr
Rip Rap Lined Channels Details
N.T.S.
I hereby certify that this document was
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge an bell f a d that I am a duly
licensed Pr a sign beet under the
laws of the td bf J� ar lina.
(Signature)
Date: 12/08/2021
_ Qo�- sSrog p
SEAL -
:,e,t 048820 ci
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SHEET NUMBER
34 OF 34

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