20190146 Ver 1_Watauga 46_47_48 Final Permit Drawings_20190201

Highway North Carolina Department of Transportation `�
�Stormwater
-- ,,,,,,,,,,, Highway Stormwater Program ���
STORMWATER MANAGEMENT PLAN �—�
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS Element: 17BP.11.R.173 TIP No.: SF-940046 / 47 / 48 County(ies): Watauga Page 1 of 15
General Project Information
WBS Element: 17BP.11.R.173 TIP Number: SF-940046 / 47 / 48 Pro"ect T pe: Brid e Re lacement Date: 1/23/2019
NCDOT Contact: Heath Slau hter Contractor / Desi ner: RK&K - Jonathan Whittin ton, PE
Address: g01 Statesville Road Address: g00 Ridgefield Drive
North Wilkesboro, 28659 Suite 350
Ralei h, NC 27609
Phone: [phone] Phone: [phone]
Email: hslau hter ncdot. ov Email: 'whittin ton rkk.com
Cit /Town: Count ies : Watau a
River Basin s: New CAMA Coun ? No
Wetlands within Project Limits? No
Pro'ect Descri tion
Pro'ect Len th lin. miles or feet : 820 ft 0.155 mi. Surroundin Land Use: Rural
Pro osed Pro'ect Existin Site
Pro'ect Built-Upon Area ac. 0.5 ac. 0.3 ac.
Typical Cross Section Description: 2-lanes at 9' each with 4' shoulders (2' paved and 2' unpaved) 2-lanes at approx. 9' each with 4' wide unpaved shoulders
Annual Avg Daily Traffic (veh/hr/day): Desi n/Future: Year: Existin : 250 Year: 2000
General Project Narrative: This project replaces three existing bridges with bottomless (3-sided) culverts which were specified in the 17BP.11.R.173 Design Build RFP. No blasting is anticipated.
(Description of Minimization of Water #940046 is a 25'-6" single span bridge with a steel I-beam and timber floor superstructure. The proposed replacement structure will be a 24'-0" x 4-8" bottomless (3-sided)
Quality Impacts) culvert with wingwalls 46' along centerline of culvert. #940047 is a 25'-10" single span bridge with a steel I-beam and timber floor superstructure. The proposed replacement
structure will be a 24'-0" x 3'-9" bottomless (3-sided) culvert with wingwalls approximately 51' along centerline of culvert. #940048 is a 18'-6" single span bridge with a steel I-
beam and timber floor superstructure. The proposed replacement structure will be a 24'-0" x 3'-4" bottomless (3-sided) culvert with wingwalls approximately 40' along centerline
of culvert. The proposed culverts will have cast-in-place concrete footings founded on rock. The footings will be constructed up to the floodplain bench elevation to alleviate
constructability issues. The floodplain benches will be armored with Class II riprap for stability. Proposed culvert #46 will have 26 LF of inlet improvements and 21 LF of outlet
improvements to help stabilize the stream banks and direct the flow into the culvert. Proposed culvert #47 will have 25 LF of inlet improvements and 50 LF of outlet
improvements. Proposed culvert #48 will have 35 LF of inlet improvements and 23 LF of outlet improvements. There is no significant increase in the discharge from the
roadway runoff.
_._. �_ ��R
Surface Water Body (7): Grassy Creek NCDWR Stream Index No.: 10-1-14
NCDWR Surface Water Classification for Water Body Primary Classification: Water Supply IV (WS-IV)
Supplemental Classification: +
Other Stream Classification:
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: N/A Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? No (If yes, provide justification in the General Project Narrative) (If yes, describe in the General Project Narrative; if no, justify in the
(If yes, provide justification in the General Project Narrative) General Project Narrative)

HI�hWay North Carolina Department of Transportation °�
Stormw�ter l
— �,,,� Highway Stormwater Program °��
STORMWATER MANAGEMENT PLAN y`"`°��°^"'°��
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS ElBillellt: 17BP.11.R.173 TIP No.: SF-940046 / Count ies : Watau a Page 2 of 15
Bridge to Culvert Avoidance and Minimization
Proposed Structure Summa
Sheet No. & Station Sheet No.: 4 Station: -L- 13+04.4 Number of Barrels: 1
Draina e Area ac or sq mi : 2.39 S. Miles Barrel Width/Diameter ft : 24
Surface Water Bod : 1 Grass Creek Barrel Hei ht ft : 4'-8"
Culvert T e: Bottomless 3-Sided Culvert Culvert Len th ft 46
Avoidance and Minimization Efforts: The proposed culvert is bottomless to accomodate aquatic passage and wide enough to accomodate normal channel width. The slope is
(Bridge to Culvert) consistent with the existing stream slope and the low flow velocities are minimized. Sills and baffles are not required because the culvert is
bottomless. The length of the Bottomless (3-Sided) Culvert is the minimum required for clear recovery without guardrail that may block flow in
overtopping events.
Stream Slope Fish and/or Aquatic Life Passage
Existing Average Stream Slope (%): 1.35 % Existing Low Flow Channel Dimensions Approx. 10' wide from BOB to BOB and 2.5'
Proposed Culvert Slope (%): 1.35 % in the Stream: deep. Approx. 16' from TOB to TOB with 1:1-
Culvert Burial 2:1 bank slopes.
Proposed Culvert Burial Depth (ft): N/A
Existing Streambed Material: Rock and Cobble Proposed Low Flow Dimensions Approx. 14' wide from BOB to BOB with 2:1
Through the Culvert: bank slopes.
Proposed Sills/Baffles: N/A
Existing Low Flow Velocities in the
Stream (ft/s): 6.5
ropose ow ow e oci ies roug
the Cubert (ft/s): 4'8
Alternating Low Flow Sills/Baffles: N/A
Culvert/Stream Alignment
Stream Patterns Upstream and Downstream The culvert lies in a portion of Grassy Creek where the stream is flowing southeast. There a several meanders in the stream with the stream
of the Culvert that Could Affect Fish crossing back and forth under the roadway throughout the project. The confluence with South Fork New River is downstream of the project site.
Passage and Bank Stability:
Bed Forms Impacted by Culvert (riffles, There are locations of exposed bedrock within the streambed throughout the project.
pools, glides, etc.):
Low Flow Floodplain Bench Required? Yes Excavation is necessary to the top of the culvert footing. Fill is not possible once the culvert is put in place due to the low
(provide justification) clearance.
Bends at Inlet/Outlet? No
(describe culvert alignment with stream)
Stream Realignment Necessary? (provide No
justification)
Bank Stabilization: Class I rip rap is used to stabilize the disturbed channel banks up to 26 feet upstream and 21 feet downstream of the culvert.
Outlet Velocities
Natural Stream Channel 2-yr Velocity (ftJs): 5.6 Natural Stream Channel 70-yr Velocity (ftJs): 9.3
Proposed Culvert 2-yr Outlet Velocity (ft/s): 3.5 Proposed Culvert 70-yr Outlet Velocity (ft/s): 5.6
Roadway Geometric Considerations
Evaluate/Describe Roadway Geometric Constraints:
This roadway section closely borders mountains along the upstream side.

HI�hWay North Carolina Department of Transportation °�
Stormw�ter l
— �,,,� Highway Stormwater Program °��
STORMWATER MANAGEMENT PLAN y`"`°��°^"'°��
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS ElBillellt: 17BP.11.R.173 TIP No.: SF-940047 Count ies : Watau a Page 3 of 15
Bridge to Culvert Avoidance and Minimization
Proposed Structure Summa
Sheet No. & Station Sheet No.: 4 Station: -L- 15+41.2 Number of Barrels: 1
Draina e Area ac or sq mi : 2.73 S. Miles Barrel Width/Diameter ft : 24
Surface Water Bod : 1 Grass Creek Barrel Hei ht ft : 3'-9'
Culvert T e: Bottomless 3-Sided Culvert Culvert Len th ft 51
Avoidance and Minimization Efforts: The proposed culvert is bottomless to accomodate aquatic passage and wide enough to accomodate normal channel width. The slope is
(Bridge to Culvert) consistent with the existing stream slope and the low flow velocities are minimized. Sills and baffles are not required because the culvert is
bottomless. The length of the Bottomless (3-Sided) Culvert is the minimum required for clear recovery without guardrail that may block flow in
overtopping events.
Stream Slope Fish and/or Aquatic Life Passage
Existing Average Stream Slope (%): 2.17 % Existing Low Flow Channel Dimensions Approx. 10' wide from BOB to BOB and 2.5'
Proposed Culvert Slope (%): 2•17 % in the Stream: deep. Approx. 16' from TOB to TOB with 1:1-
Culvert Burial 2:1 bank slopes.
Proposed Culvert Burial Depth (ft): N/A
Existing Streambed Material: Rock and Cobble Proposed Low Flow Dimensions Approx. 14' wide from BOB to BOB with 2:1
Through the Culvert: bank slopes.
Proposed Sills/Baffles: N/A
Existing Low Flow Velocities in the
Stream (ft/s): 6'8
ropose ow ow e oci ies roug
the Cubert (ft/s): 6'�
Alternating Low Flow Sills/Baffles: N/A
Culvert/Stream Alignment
Stream Patterns Upstream and Downstream The culvert lies in a portion of Grassy Creek where the stream is flowing north. There a several meanders in the stream with the stream crossing
of the Culvert that Could Affect Fish back and forth under the roadway throughout the project. The confluence with South Fork New River is downstream of the project site.
Passage and Bank Stability:
Bed Forms Impacted by Culvert (riffles, There are locations of exposed bedrock within the streambed throughout the project.
pools, glides, etc.):
Low Flow Floodplain Bench Required? Yes Excavation is necessary to the top of the culvert footing. Fill is not possible once the culvert is put in place due to the low
(provide justification) clearance.
Bends at Inlet/Outlet? Yes Culvert is aligned with stream at culvert location, however downstream of the culvert the channel bends to the right.
(describe culvert alignment with stream)
Stream Realignment Necessary? (provide No
justification)
Bank Stabilization: Class I rip rap is used to stabilize the disturbed channel banks up to 25 feet upstream and 50 feet downstream of the culvert.
Outlet Velocities
Natural Stream Channel 2-yr Velocity (ftJs): 7.6 Natural Stream Channel 70-yr Velocity (ftJs): 9.6
Proposed Culvert 2-yr Outlet Velocity (ft/s): 4.3 Proposed Culvert 70-yr Outlet Velocity (ft/s): 9.4
Roadway Geometric Considerations
Evaluate/Describe Roadway Geometric Constraints:
This roadway section closely borders mountains along the upstream side.

HI�hWay North Carolina Department of Transportation °�
Stormw�ter l
— �,,,� Highway Stormwater Program °��
STORMWATER MANAGEMENT PLAN y`"`°��°^"'°��
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS ElBillellt: 17BP.11.R.173 TIP No.: SF-940048 Count ies : Watau a Page 4 of 15
Bridge to Culvert Avoidance and Minimization
Proposed Structure Summa
Sheet No. & Station Sheet No.: 4 Station: -L- 18+00.9 Number of Barrels: 1
Draina e Area ac or sq mi : 2.76 S. Miles Barrel Width/Diameter ft : 24
Surface Water Bod : 1 Grass Creek Barrel Hei ht ft : 3'-4"
Culvert T e: Bottomless 3-Sided Culvert Culvert Len th ft 40
Avoidance and Minimization Efforts: The proposed culvert is bottomless to accomodate aquatic passage and wide enough to accomodate normal channel width. The slope is
(Bridge to Culvert) consistent with the existing stream slope and the low flow velocities are minimized. Sills and baffles are not required because the culvert is
bottomless. The length of the Bottomless (3-Sided) Culvert is the minimum required for clear recovery without guardrail that may block flow in
overtopping events.
Stream Slope Fish and/or Aquatic Life Passage
Existing Average Stream Slope (%): 1.47 % Existing Low Flow Channel Dimensions Approx. 10' wide from BOB to BOB and 2.5'
Proposed Culvert Slope (%): 1.47 % in the Stream: deep. Approx. 16' from TOB to TOB with 1:1-
Culvert Burial 2:1 bank slopes.
Proposed Culvert Burial Depth (ft): N/A
Existing Streambed Material: Rock and Cobble Proposed Low Flow Dimensions Approx. 14' wide from BOB to BOB with 2:1
Through the Culvert: bank slopes.
Proposed Sills/Baffles: N/A
Existing Low Flow Velocities in the
Stream (ft/s): $'�
ropose ow ow e oci ies roug
the Cubert (ft/s): 5'8
Alternating Low Flow Sills/Baffles: N/A
Culvert/Stream Alignment
Stream Patterns Upstream and Downstream The culvert lies in a portion of Grassy Creek where the stream is flowing southeast. There a several meanders in the stream with the stream
of the Culvert that Could Affect Fish crossing back and forth under the roadway throughout the project. The confluence with South Fork New River is downstream of the project site.
Passage and Bank Stability:
Bed Forms Impacted by Culvert (riffles, There are locations of exposed bedrock within the streambed throughout the project.
pools, glides, etc.):
Low Flow Floodplain Bench Required? Yes Excavation is necessary to the top of the culvert footing. Fill is not possible once the culvert is put in place due to the low
(provide justification) clearance.
Bends at Inlet/Outlet? Yes Culvert is aligned with stream at culvert location, however upstream of the culvert the channel bends to the right.
(describe culvert alignment with stream)
Stream Realignment Necessary? (provide No
justification)
Bank Stabilization: Class I rip rap is used to stabilize the disturbed channel banks up to 35 feet upstream and 23 feet downstream of the culvert.
Outlet Velocities
Natural Stream Channel 2-yr Velocity (ftJs): 7.7 Natural Stream Channel 70-yr Velocity (ftJs): 9.9
Proposed Culvert 2-yr Outlet Velocity (ft/s): 4.9 Proposed Culvert 70-yr Outlet Velocity (ft/s): 6.7
Roadway Geometric Considerations
Evaluate/Describe Roadway Geometric Constraints:
This roadway section closely borders mountains along the upstream side.

Lat: 36.26494, Long: -81.599549
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'��r;- ----------- -------------.�, WILKES COUNTY � '
�� �---•-�-� BRIDGE 940046
._ �,,, ' = � � ',,-,.

WETLAND AND SURACE WATER IMPACTS SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Fillln Fillln in Clearing in SW SW Impacts Impacts Stream
No. (From/To) Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp. Design
(ac) (ac) (ac) (ac) (ac) (ac) (ac) (ft) (ft) (ft)
1 -L- 12+71 LT Temporary Dewatering 10
1 -L- 12+76 LT Bank Stabilization 26
1 -L- 12+88 LT Bridge Replacement w/ 3 Sided Culvert 26
1 -L- 13+04 RT Bank Stabilization 21
1 -L- 13+18 RT Temporary Dewatering 10
2 -L- 12+76 RT Temporary Dewatering 10
2 -L- 12+78 RT Stream Relocation 27
3 -L- 14+98 RT Temporary Dewatering 10
3 -L- 15+11 RT Bank Stabilization 25
3 -L- 15+26 RT Bridge Replacement w/ 3 Sided Culvert 29
3 -L- 15+41 LT Bank Stabilization 50
3 -L- 15+96 LT Temporary Dewatering 10
4 -L- 17+59 LT Temporary Dewatering 10
4 -L- 17+71 LT Bank Stabilization 35
4 -L- 17+93 LT Bridge Replacement w/ 3 Sided Culvert 16
4 -L- 17+97 RT Bank Stabilization 23
4 -L- 18+06 RT Temporary Dewatering 10
TOTALS': 278 70 0
*Rounded totals are sum of actual impacts
NOTES:
Total amount of clearing = 0.15 acres
#940046 Existing bridge is a single span at 25'-6", 20.8' Out-Out
Proposed 24'-0" x 4-8" Bottomless (3-Sided) Culvert is 46 LF with a slope of 1.35%
#940047 Existing bridge is a single span at 25'-10", 20.2' Out-Out
Proposed 24'-0" x 3'-9" Bottomless (3-Sided) Culvert is 51 LF with a slope of 2.17%
#940048 Existing bridge is a single span at 18'-6", 20.1' Out-Out
Proposed 24'-0" x 3'-4" Bottomless (3-Sided) Culvert is 40' LF with a slope of 1.47%
�

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� � l 9400469 940047 & 940048 PROJECT REFERENCE NO. SHEET NO.
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EXI
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' CHANNEL RELOCATION pi � �'��,,, — �' � �
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46-5 SEE DETAIL B, SHT. 2D-1 �'a �- ----��---��_--�----_�--- - �� i s ,,,� � �
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� BASI � � �
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� �>>-24 INCH �� END C VERT � 46�-3 BE�IN CULVERT A N BA , ' DE END G� � SS� ��
; � , � IMPERVIOUS � TEMPORARY �
TEMPORARY �' O �, , � PIPES —L SfOo I7 fS8o36 �n^ — — /
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iWOODS PIPE �. ,� > X X__ -x ��, �� �� W PERVIOUS e,�' e���
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i DENOTES IMPACTS IN � e� 9 0� � / ~� ��' �-�
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; SURFACE WATER •e � /
' \ T� — � /
i DENOTES TEMPORARY � � `ra � `e ~m
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; IMPACTS IN SURFACE WATER � �re �s �°
' �\Te C��° ���g' /
� op. �0 WETLAN D AN D SU RFACE WATER IMPACTS PERMIT
� _
�
,
; . . .
� Pl = ll +60°00
� CULV ERT HYDRAULIC DAT A CULV ERT HYDRAULIC DAT A
� EL = 3,�4/e73� ' I STR *940047 Sto.l5+4/.2 —L— STR #940048 Sta.18+00.9 —L—
i �` VC = SO� � � I DESIGN FREQUENCY = 5 YRS DESIGN FREQUENCY = 25 YRS
; ` K= 67 DESIGN DISCHARGE = 440 CFS DESIGN DISCHARGE = 850 CFS
' Pl = l2 +57v00
� �� V= 4OMPH � DESIGN HW ELEVATION = 3,0/9.9 FT DESIGN HW ELEVATION = 3.0/6.9 FT
; `���.� I EL = 3,0.34032� l00 YEAR FREQUENCY = l00 YRS l00 YEAR FREDUENCY = l00 YRS
� V C = IOO� l00 YEAR DISCHARGE _ 1,200 CFS l00 YEAR DISCHARGE _ 1,200 CFS
; l00 YEAR HW ELEVATION = 3,023.5 FT l00 YEAR HW ELEVATION = 3.0/8.7 FT
; , K=32
� ' V= 27MPH � � OVERTOPPING FREQUENCY = l0 + YRS OVERTOPP/NG FREQUENCY = 50 + YRS
� OVERTOPPING DISCHARGE = 600 CFS OVERTOPP/NG DISCHAR�E _ 1,000 CFS
; �
�
� OVERTOPPING ELEVATION = 3,02/2 FT OVERTOPPING ELEVATION = 3.0/8.l FT
, a e
NORMAL WATER SURFACE ELEV = 3,0/7.0 FT NORMAL WATER SURFACE ELEV = 3,0/2.2 FT 4
� � 4 I `� � ° = f DATE OF SURVEY = l2/20/20/6 DATE OF SURVEY = l2/20/20/6
; �, , , , Pl l4 77a00
� � � EL = 3,024e30'
� �
, � , � ;
�
� ° ° ' VC = l00'
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, o � , K = 68
� e a
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' ' — — V = 40MPH
' � ` ` � — Pl = 16+35000
,� ,
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_ I I EL = 3 0/9e42' — +
� . — _ _ — - — � 9
� L _ _—i . 0 5
; Q � � a f,,,,,,_ VC = l70' . , l , e 9 �_ e ,�
� _
�
� K = 76
� � � Pl = l8 +50000
, � _ , � __�__
; _
, _, _ RocK '-- _ V = 40MPH .
; � • , ., w ' --,—__ . � _ EL = 3,0/7,57'
� � 302 .3 LT/R � 4 _ ` S
� .. .
�
� . � — ____ - -- _ _. VC = l40'
; � (- 5e/724' — , 3 23.g' LT/ r ° a ''-- _ _ —L STAo / + a _ _ ° K = 57
_ . _
� .
I � ' ��it� _ '-- � . _ —
; � EL — 30/5 00` V 35 MPH
, � —� �_
i � _ _ W. R CK �=
� �
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�
� � CULVERT HYDRAULIC DATA Roc
�
,
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� o SrR *940046 Sto./3+04.4 -L- � fll�' . �7� � _-----
_ -
3 17.8' L T )�o --
600% — '
_ ' ��� ' — _—_ _ _ _ — — °o
; � _ DESIGN FREQUENCY = 25 YRS ``_� C, OCK I )I 'Jr7
; � DESIGN DISCHARGE = 750 CFS 30� 5 4 R T - °
i � DESI�N HW ELEVATION = 3,028.4 FT 3016. ' RT
.
-------------- e
___._._.-- 0 2. �
i o - l00 YEAR FREQUENCY = l00 Y RS �""---- I. R CK
_ � 301.9' T -
; � l00 YEAR DISCHARGE _ l,100 CFS . �_; 3 j R �
_ _ ._ —
; W � l00 YEAR HW ELEVATION = 3.029.2 FT ' PLA11tS PREPARED BY :
� � - OVERTOPPING FREQUENCY = l00 + YRS �
� � - OVERTOPPING DISCHARGE _ 1,200 CFS —L S Aa 5+25aO —L — Ae / e 0� T T
� � EL = 30/ 50' EL = 30/700 ' -
� � O V E R T O P P/ N G E L E V A T I O N = 3, 0 3/. 0 F T °
� � NORMAL WAiER SURFACE ELEV = 3,024.6 FT - - a - �
; � DATE OF SURVEY = l2/20/20/6 ^ ° RUMMEL, KLEPPER & KAHL, LLP
� u� - _ . .
I �� 900 RIDGEFIELD DRIVE SUITE 350
' �' RALEIGH, NORTH CAROLINA 27609-3960
I � , , , , , , ,
I o�� NC LICENSE NO. F-0112 •[phone]
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PROJECT REFERENCE NO.
l7BPelleRel73
fLW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
4
HYDRAULICS
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; 20� `. - - e (2)-24 INCH � �� � 3015 13 ; DB 358 �
; __ �� \ "`,F'�!O� TEMPORARY / � � N GRASSY CREEK T I ,' � 12 30
i ' - - \ \ �\\ \ \� � PIPES - . Q � / TB TB m TB Tg e PT
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i CHANNEL RELOCATION p� m �--�' --- �, � PIPES 3m��� ��
; 46-5 SEE DETAIL B, SHT. 2D-1 � � �' ---� `� --- --- � �- - - i e�' - ,, � � 3m13�/ � .
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� 1-24 INCH 1 ND C VERT '�, TEMPORARY wcb � V� T A N BA I I DE S� ,
�� � IMPERVIOUS m ND G S
j TEMPORARY �'' O�, 4.3 0 C H A R D DI KE PI PES ; 46�-3 36 . � __ �
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� Pl = ll +60°00
� CULV ERT HYDRAULIC DAT A CULV ERT HYDRAULIC DAT A
� EL = 3,�4/e73� ' I STR *940047 Sto.l5+4/.2 —L— STR #940048 Sta.18+00.9 —L—
i �` VC = SO� � � I DESIGN FREQUENCY = 5 YRS DESIGN FREQUENCY = 25 YRS
; ` K= 67 DESIGN DISCHARGE = 440 CFS DESIGN DISCHARGE = 850 CFS
' Pl = l2 +57v00
� �� V= 4OMPH � DESIGN HW ELEVATION = 3,0/9.9 FT DESIGN HW ELEVATION = 3.0/6.9 FT
; `���.� I EL = 3,0.34032� l00 YEAR FREQUENCY = l00 YRS l00 YEAR FREDUENCY = l00 YRS
� V C = IOO� l00 YEAR DISCHARGE _ 1,200 CFS l00 YEAR DISCHARGE _ 1,200 CFS
; l00 YEAR HW ELEVATION = 3,023.5 FT l00 YEAR HW ELEVATION = 3.0/8.7 FT
; , K=32
� ' V= 27MPH � � OVERTOPPING FREQUENCY = l0 + YRS OVERTOPP/NG FREQUENCY = 50 + YRS
� OVERTOPPING DISCHARGE = 600 CFS OVERTOPP/NG DISCHAR�E _ 1,000 CFS
; �
�
� OVERTOPPING ELEVATION = 3,02/2 FT OVERTOPPING ELEVATION = 3.0/8.l FT
, a e
� 4 I �� = o NORMAL WATER SURFACE ELEV = 3,0/7.0 FT NORMAL WATER SURFACE ELEV = 3,0/2.2 FT 4
� � = f DATE OF SURVEY = l2/20/20/6 DATE OF SURVEY = l2/20/20/6
; , , , Pl l4 77a00
� � � EL = 3,024e30'
�
, �, , � ;
�
� � ° ' VC = l00'
; o o ,,
�
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, o � , K = 68
� e a
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' ' � — ��� � — V = 40MPH �
' � ` ` � � � — Pl = 16+35000
,� ,
i � I � , ii ,
_ I I EL = 3 0/9e42' — +
� . - _ _ - - - � 9
� L _ _—i . 0 5
; Q � � a f,,,,,,_ VC = l70' . , l , e 9 �_ e ,�
� _
�
� K = 76
� � � Pl = l8 +50000
, � _ , � __�__
; _
, _, _ RocK '-- _ V = 40MPH .
; � • , ., w ' --,—__ . � _ EL = 3,0/7,57'
� � 302 .3 LT/R � 4 _ ` S
� .. .
�
� . � — ____ - -- _ _. VC = l40'
; � (- 5e/724' — , 3 23.g' LT/ r ° a ''-- _ _ —L STAo / + a _ _ ° K = 57
_ . _
� .
I 6- ' ��it� _ ' - — � . _ —
; � EL — 30/5 00` V 35 MPH
, � —� �_
i � _ _ W. R CK �=
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� � CULVERT HYDRAULIC DATA Roc
�
,
.. a --
� o SrR *940046 Sto./3+04.4 -L- � fll�' . �7� � _-----
_ -
3 17.8' L T )�o --
600% — '
_ ' ��� ' — _—_ _ _ _ — — °o
; � _ DESIGN FREQUENCY = 25 YRS ``_� C, OCK I )I 'Jr7
; � DESIGN DISCHARGE = 750 CFS 30� 5 4 R T - °
i � DESI�N HW ELEVATION = 3,028.4 FT 3016. ' RT
.
-------------- e
___._._.-- 0 2. �
i o - l00 YEAR FREQUENCY = l00 Y RS �""---- I. R CK
_ � 301.9' T -
; � l00 YEAR DISCHARGE _ l,100 CFS . �_; 3 j R �
_ _ ._ —
; W � l00 YEAR HW ELEVATION = 3.029.2 FT ' PLA11tS PREPARED BY :
� � - OVERTOPPING FREQUENCY = l00 + YRS �
� � - OVERTOPPING DISCHARGE _ 1,200 CFS —L S Aa 5+25aO —L — Ae / e 0� T T
� � EL = 30/ 50' EL = 30/700 ' -
� � O V E R T O P P/ N G E L E V A T I O N = 3, 0 3/. 0 F T °
� � NORMAL WAiER SURFACE ELEV = 3,024.6 FT - - a - �
; � DATE OF SURVEY = l2/20/20/6 ^ ° RUMMEL, KLEPPER & KAHL, LLP
� u� - _ . .
I �� 900 RIDGEFIELD DRIVE SUITE 350
' �' RALEIGH, NORTH CAROLINA 27609-3960
I � , , , , , , ,
I o�� NC LICENSE NO. F-0112 •[phone]
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CULVERT CONSTRUCTION SEQUENCE
STA. 13 � 04.4 -L- PHASE 1
1. INSTALL SPECIAL STILLING BASIN AT DOWNSTREAM END OF THE WORK AREA AS SHOWN
I N PLAN VI EW.
2. INSTALL (2)-24" TEMPORARY PIPES (APPROX. 115 LF EACH) THROUGH EXISTING
CHANNEL AND PROPOSED CULVERT AS SHOWN IN PLAN VIEW.
3. INSTALL (1)-24" TEMPORARY PIPE (APPROX. 70 LF) THROUGH EXISTING
JS IN SOUTHWEST QUADRANT OF BRIDGE AS SHOWN IN PLAN VIEW.
4. CONSTRUCT IMPERVIOUS DIKES UPSTREAM OF THE WORK AREA TO DIVERT FLOW
THROUGH THE 3 TEMPORARY PIPES. ANCHOR AND SEAL TEMPORARY PIPES SECURELY AT INLET.
5. CONSTRUCT AN IMPERVIOUS DIKE AT THE DOWNSTREAM SIDE OF THE (3)-24" TEMPORARY PIPES
TO ISOLATE WORK AREA. ANCHOR AND SEAL TEMPORARY PIPES SECURELY AT OUTLET.
6. CONSTRUCT 4' BASE DITCH TO REALIGN JS IN SOUTHWEST QUADRANT OF BRIDGE.
INSTALL PIPE(S) IN JURISDICTIONAL AREAS WITHOUT IMPACTING STREAM UNTIL
AREA STABILIZED AND ACCORDING TO NCDOT BEST MANAGEMENT
PRACTICES FOR CONSTRUCTION AND MAINTENANCE ACTIVITIES MANUAL.

CULVERT CONSTRUCTION SEQUENCE
STA. 13 + 04 .4 -L- P HAS E 2
l. RELOCATE (1)-24" TEMPORARY PIPE TO NEWLY CONSTRUCTED 4' BASE DITCH AS
SHOWN IN PLAN VIEW.
2. REMOVE EXISTING BRIDGE AND END BENTS.
3. CONSTRUCT CONCRETE FOOTINGS, INSTALL PROPOSED BOTTOMLESS (3-SIDED) CULVERT AND
CONSTRUCT ASSOCIATED CHANNEL IMPROVEMENTS.
4. UPON COMPLETION OF CULVERT CONSTRUCTION, REMOVE IMPERVIOUS DIKES AND
TEMPORARY PIPES TO DIVERT FLOW THROUGH NEWLY CONSTRUCTED CULVERT AND BASE DITCH.
5. REMOVE STILLING BASIN.
6. COMPLETE -L- ROADWAY AND EMBANKMENT CONSTRUCTION.
7. ESTABLISH VEGETATION ON FILL SECTIONS AND ALL OTHER BARE AREAS.
INSTALL PIPE(S) IN JURISDICTIONAL AREAS WITHOUT IMPACTING STREAM UNTIL
AREA STABILIZED AND ACCORDING TO NCDOT BEST MANAGEMENT
PRACTICES FOR CONSTRUCTION AND MAINTENANCE ACTIVITIES MANUAL.

CULVERT CONSTRUCTION SEQUENCE
STA. 15 � 41.2 -L-
1. INSTALL SPECIAL STILLING BASIN AT DOWNSTREAM END OF THE WORK AREA AS SHOWN
I N PLAN VI EW.
2. INSTALL (2)-24" TEMPORARY PIPES (APPROX. 115 LF EACH) THROUGH EXISTING
CHANNEL AND PROPOSED CULVERT AS SHOWN IN PLAN VIEW.
3. CONSTRUCT IMPERVIOUS DIKE UPSTREAM OF THE WORK AREA TO DIVERT FLOW
THROUGH THE TEMPORARY PIPES. ANCHOR AND SEAL TEMPORARY PIPES SECURELY AT INLET.
4. CONSTRUCT AN IMPERVIOUS DIKE AT THE DOWNSTREAM SIDE OF THE (2)-24" TEMPORARY PIPES
TO ISOLATE WORK AREA. ANCHOR AND SEAL TEMPORARY PIPES SECURELY AT OUTLET.
5. REMOVE EXISTING BRIDGE AND END BENTS.
6. CONSTRUCT CONCRETE FOOTINGS, INSTALL PROPOSED BOTTOMLESS �3-SIDED) CULVERT AND
CONSTRUCT ASSOCIATED CHANNEL IMPROVEMENTS.
7. UPON COMPLETION OF CULVERT CONSTRUCTION, REMOVE IMPERVIOUS DIKES AND
TEMPORARY PIPES TO DIVERT FLOW THROUGH NEWLY CONSTRUCTED CULVERT.
8. REMOVE STILLING BASIN.
9. COMPLETE -L- ROADWAY AND EMBANKMENT CONSTRUCTION.
10. ESTABLISH VEGETATION ON FILL SECTIONS AND ALL OTHER BARE AREAS.
INSTALL PIPE(S) IN JURISDICTIONAL AREAS WITHOUT IMPACTING STREAM UNTIL
AREA STABILIZED AND ACCORDING TO NCDOT BEST MANAGEMENT
PRACTICES FOR CONSTRUCTION AND MAINTENANCE ACTIVITIES MANUAL.

CULVERT CONSTRUCTION SEQUENCE
STA. 18 + 00.9 -L-
1. INSTALL SPECIAL STILLING BASIN AT DOWNSTREAM END OF THE WORK AREA AS SHOWN
I N PLAN VI EW.
2. INSTALL (2)-24" TEMPORARY PIPES (APPROX. 115 LF EACH) THROUGH EXISTING
CHANNEL AND PROPOSED CULVERT AS SHOWN IN PLAN VIEW.
3. CONSTRUCT IMPERVIOUS DIKE UPSTREAM OF THE WORK AREA TO DIVERT FLOW
THROUGH THE TEMPORARY PIPES. ANCHOR AND SEAL TEMPORARY PIPES SECURELY AT INLET.
4. CONSTRUCT AN IMPERVIOUS DIKE AT THE DOWNSTREAM SIDE OF THE (2)-24" TEMPORARY PIPES
TO ISOLATE WORK AREA. ANCHOR AND SEAL TEMPORARY PIPES SECURELY AT OUTLET.
5. REMOVE EXISTING BRIDGE AND END BENTS.
6. CONSTRUCT CONCRETE FOOTINGS, INSTALL PROPOSED BOTTOMLESS �3-SIDED) CULVERT AND
CONSTRUCT ASSOCIATED CHANNEL IMPROVEMENTS.
7. UPON COMPLETION OF CULVERT CONSTRUCTION, REMOVE IMPERVIOUS DIKES AND
TEMPORARY PIPES TO DIVERT FLOW THROUGH NEWLY CONSTRUCTED CULVERT.
8. REMOVE STILLING BASIN.
9. COMPLETE -L- ROADWAY AND EMBANKMENT CONSTRUCTION.
10. ESTABLISH VEGETATION ON FILL SECTIONS AND ALL OTHER BARE AREAS.
INSTALL PIPE(S) IN JURISDICTIONAL AREAS WITHOUT IMPACTING STREAM UNTIL
AREA STABILIZED AND ACCORDING TO NCDOT BEST MANAGEMENT
PRACTICES FOR CONSTRUCTION AND MAINTENANCE ACTIVITIES MANUAL.