20140090 Ver 7_New Permit Drawings for discussion today_20200127

Wanucha, Dave
From:Dagnino, Carla S
Sent:Monday, January 27, 2020 12:49 PM
To:Braspennickx, Nicholle M CIV USARMY CESAW (US); Wanucha, Dave
Subject:New Permit Drawings for discussion today
Attachments:U-2579BA_Permit Modification_2020-01-23.pdf
Hi Nicholle and Dave,

Please see the attached drawings that I will discuss when I call - around 1:15 PM.

Thanks.
Carla

Carla Dagnino
Environmental Coordination and Permitting Group Leader
Environmental Analysis Unit
NC Department of Transportation

919 707 6110 office
[e-mail]

1598 Mail Service Center
Raleigh, NC 27699 -1598

1020 Birch Ridge Drive
Raleigh, NC 27610

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Email correspondence to and from this sender is subject to the N.C. Public Records Law and may be disclosed to third parties.
1

Highway hwa North Carolina Department of Transportation
Stormwater Co
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: 34839.1.1 TIP No.: U-2579B County(ies): Forsyth County Page 1 of 2
General Project Information
WBS Element: 134839.1.1 TIP Number: U-2579B Project Type: Roadway Relocation Date: 1/14/2020
NCDOT Contact: Amy Euliss Contractor/Designer: Kimley-Horn
Address: 375 Silas Creek Parkway Address: 421 Fayetteville Street
Wiston-Salem Suite#600
NC 27127-7167 Raleigh,NC,27601
Phone: [phone] Phone: [phone]
Email: aeuliss@_ncdot.opy Email: [e-mail]
City/Town: Winston-Salem County(ies): Forsyth
River Basin(s): Yadkin-Pee Dee CAMA County? No
Wetlands within Project Limits? Yes
Project Description
Project Length(lin.miles or feet): 4.06 miles Surrounding Land Use: (Rural,Farmland,Suburban Neighborhoods
di Proposed Project Existing Site
Project Built-Upon Area(ac.) N/A ac. N/A ac.
Typical Cross Section Description: In each direction there will be 3 12-foot lanes plus a 12-foot paved shoulder with a 22- N/A
foot grassed median.
Annual Avg Daily Traffic(veh/hr/day): Design/Future: 79880 ADT Year: 2030 Existing: 53560 ADT Year: 2010
General Project Narrative: 9/19/2013-Orginal Submittal
(Description of Minimization of Water Winston-Salem Borthern Beltway(Eastern Section)(Future 1-74)from US 158 to 1-40 Bus US421:Grassed Swales were used throughout the Project to treat the stormwater.
Quality Impacts) These Grassed Swales have side slopes that are 3:1 or flatter,with many sode slopes being 6:1.have a velocity during the 2-Year Storm or less than 2 feet per second and
have a minimum ditch length equivalent to 100 feet per acre of impervious area.In addition to the Grassed Swales,Preformed Scour Holes and Energy Dissipators are used
at several locations.
12/13/2019-Revised Submittal
Modifications to U-2579B were performed and submitted January 2019.These changes include:
-Stormdrain revisions
-Proposed 32'3 @ 8'x 9'RCBC Downstream Extension(Sta.45+65-Y4-)
-Proposed 41'3 @ 8'x 9'RCBC Upstream Extension(Sta.45+65-Y4-)
-Smith Creek Stream Relocation(Sta.47+27 to 67+63-Y4-)
-UT to Smith Creek Stream Relocation(Sta.48+60-Y4-)
A permit modification was needed for the revisions mentioned above.Included with this revised SMP are updated pipe sizes and flows of two outlets to Preformed Scour Holes
(Sta.43+00 and 46+00).All other stormwater features(swales,filter strip,energy dissipators,etc.)were not modified by these 2019 revisions and are not included with this
modification.Refer to orginal stormwater management plan for other mitigation efforts.
Waterbod Information
Surface Water Body(1): Smith Creek NCDWR Stream Index No.: 12-94-12-2-1
NCDWR Surface Water Classification for Water Body Primary Classification: Water Supply III(WS-III)
Supplemental Classification: None
Other Stream Classification:
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? No Deck Drains Discharge Over Buffer? No Dissipator Pads Provided in Buffer? INo
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)

Highway North Carolina Department of Transportation
—Stormwater o
,,,,„,_,,, Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: TIP No.: U-2579B County(ies): Forsyth County Page 2 of 2
Preformed Scour Holes and Energy Dissipators
Station&Coordinates Drainage Pipe/Structure BMP
Sheet (Road and Non Road Surface Energy Dissipator Area Conveyance Dimensions Q10 V10 Associated w/
No. Projects) Water Body Type Riprap Type (ac) Structure (in) (cfs) (fps) Buffer Rules?
25 Sta.43+00-Y4- PSH Class'B' 0.2 Pipe 18 1.3 9.4 No
26 Sta.46+00-Y4- PSH Class'B' 0.3 Pipe 18 1.6 4.1 No
Mr Additional Comments
I
*Refer to the NCDOT Best Management Practices Toolbox(2014),NCDOT Standards,the Federal Highway Administration(FHWA)Hydraulic Engineering Circular No.14(HEC-14),Third Edition,Hydraulic Design of Energy
Dissipators for Culverts and Channels(July 2006),as applicable,for design guidance and criteria.

r1TOTAL
T See Sheet lB For Conventional Plan Sheet Symbols STATE OF NORTH MCA II' � [TAW�O .� �NO. sir SHEETS
OLINA N.C.NU-2579BA ]L
III / : 5 TIPROJE (y _ y HIGHWAYS
�-v ��y �y pIAre PROM.. r.A.FROLNN DH*IUvnod
_!,,l a ,c,+•, IL DIVISION ISION OF 1L L� H VV 1 34839.1.10 P.E.
.,.. ` D Fi - r 34839.3.11 CONST.
1� _ y 1 4
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v��+�p
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1% A�vert .4* �, LOCATION: US 421/I-40 BUS/NC 150 IN KERNERSVILLE FROM THE WINSTON-SALEM
.>, ,IIICL4.014._ NORTHERN BELTWAY (FUTURE I-74) TO WEST OF S MAIN STREET Z
LiTill ;
+ TYPE OF WORK: GRADING,DRAINAGE, PAVING, AND CULVERT .)!,
,---, „_,,,,
, ... , , . A- iw, el - .TIrliiiir- ,4.4,1
`y ', l,7, i +s 1 �� JANUARY 14, 2020 PERMIT DRAWING END TIP PROJECT U-2579BA
i,.- �44ii:.
, a1Acr \l� �1 �„ V: PERMIT DRAWING MODIFICATION FOR TIE TO TIP PROJECT U-25798 (BY OTHERS)
.TNER' I -,-_ SHEET 1 OF 18 -Y4EB- POT Ste.75+00.00 (U-2579BA)=
..�� — — U 25798 -y4VB- POT Sta.75+00.00 U-2579BA)=
VICINITY MAP -Y4W8- POT Sta.75+00.00 (U-2579B)
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ry\ ��\� CJ rTIP PROJECT U-25798
7 Fr\ I (BY OTHERS)
7)
'-' � ` US 421/1-40 BUS/NC 150 Y4RP �:'
TODOWNTOO -Y4EB- -J \ - :66.:4--
Y4£-BTO
KERAIERSV1LLE • WINSTON-SALEM
Y__-.-.-._--.-._._.-. -r-1,r.� _ . :---c_.-.-cam:__ '� TlP PROJECT U-25798
-�� -5ii?HCRE£K= � --_�.-.-- .---- -_.-�_✓ - / = BY orHer+sl
1 �� N / a
��i POND 1 r
POD 3 //
'.\\
POND 2/r.- ��`\
PROP 32'308'x9' - !(`���� �,'®
\ EXTENSION -PROP 5Y(ITH CREEK 'e �I ��\
\\ \1 RE[ACATION /_' .mod�l
\� 1 \\ POND 4
BEGIN TIP PROJECT U-2579BA
TIE TO TIP PROJECT U-5760 (BY OTHERS)
-Y4EB- POT Sta.23+50.00 (U-25798)=
-Y4WB- POT Sta.23+50.00 (U-2579B)=
-Yl- POT Sto.56+50.00 (U-5760)
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III
THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARIES OF THE TOWN OF KERNERSVILLE DOCUMENT NOT CONSIDERED FINAL
l• . THIS IS A CONTROLLED-ACCESS PROJECT WITH ACCESS LIMITED TO POINTS AS SHOWN ON THE PLANS UNLESS ALL SIGNATURES COMPLETED
Y Y HYDRAULICS ENGINEER
V GRAPHIC SCALES DESIGN DATA PROJECT LENGTH PLANS PREPARED FOR Kimley»>Horn
AADT 2020 = 57,600 THE NCDOT BY:
50` 25 0 50 l00 AADT 2040 = 77,900� LENGTH ROADWAY TIP PROJECT U-2579BA = 0.975 MILES "' mPo '" 4eo'NDR e
• K = 650�o TOTAL LENGTH TIP PROJECT U-2579BA = 0.975 MILES 20I8STANDARD SPECIFICATIONS �� �°°w e< cgs
PLANS DAN ROBINSON,P.E. P.R.
Ellill50 25 0 500 T = 7%* RIGHT OF WAY DATE: PROJECT ENGINEER SIGNATURE: a 4
V 65 MPH ROADWAY DESIGN ENGINEER
* (TTST 4% + DUAL 3%) N/A mr <
^^1I RHODES S.HUNT,P.E. p TR''Be
O PROFILE (HORIZONTAL) FUNCTIONAL PROJECT DESIGN ENGINEER
0 5 2.5 0 5 �o CLASSIFICATION:
LETTING DATE:
o JESSICA EARLEY,P.E.
N VURBAN FREEWAY APRIL 21,2020
`I PROJECT EXECUTIVE RE.
PROFILE (VERTICAL) REGIONAL TIER J . NCDOT PRIORITY PROJECTS TEAM SIGNATURE, _ J

m
PROJECT REFERENCE NO. SHEET NO.
Kimley>>>Horn U-2579BA�NO.
HYDRAULIC DESIGN 2C-2
DETAIL °°° RAN
421 FAYETTEVILLE STREET,SUITE 600 ENGINEER
RALEIGH,NC 27601
STREAM INTAKE VAULT RIGHT-OF-WAY REV.
COKn..EV.
(SEE SPECIAL PROVISIONS)
*NOT TO SCALE*
SLUICE GATE SLUICE GATE SLUICE GATE
I
(TO BE INSTALLEDR YBLE OTHERS)
SLAB LID WITH 2'x 2' 111111 * * SLAB LID WITH 2'x 2' DOCUMENT NOT CONSIDERED FINAL
I ACCESS HATCH ACCESS HATCHME UNLESS ALL SIGNATURES COMPLETED
- I••I M ��---�� --■--
JANUARY 14, 2020
GLA PERMIT DRAWING
— RI::AB;
INV=827.88' STEPS @ ,2"O.G. SHEET 2 O F 1 8
(STD.DRWG.840.66)
NATURAL STREAM
OQ
POOL.SEE STREAM-9 `�'�
11111
Wdrali
II 12"PVC@0.5% SLOPE.
POOL ELEV=827.38'
STRUCTURE INV=825.0' l l��=. .�_■ II STRUCTURE INV=825.0' STRUCTURE INV=825.0'
12"INLET PIPE �-(- ��-(I.-� 12"INLET PIPE Ii
•
6"PORTABLE HOSE SIDE 1 T (F)(CONCRETE)ANTI-FLOATATIONSIDE 2 "PORTABLE SIDE 3 ANTI-FLOATATION
MATERIAL(F)(CONCRETE) HOSE MATERIAL(F)(CONCRETE)
(TO BE INSTALLED BY OTHERS) A SEE TABLE FOR THICKNESS SEE TABLE FOR THICKNESS (TO BE INSTALLED BY OTHERS) MATERIAL(F)(CONCRETE)
SEE TABLE FOR THICKNESS SEE TABLE FOR THICKNESS SEE TABLE FOR THICKNESS
PADLOCK BAR SIDE 4
LOCKING DEVICE LIFTING HANDLE (COVER SHOWN IN FLOW
LIFTING HANDLE OPEN POSITION)
SST POSITIVE
LOCKING LATCH 5 NOTES:
� 4 p
SLAB LID WITH 2'x 2' 1. SLUICE GATE I$FOR INTAKE VAULT AND SHOULD REMIN
1� L '1 HINGEDACCESS HATCH CLOSED DURING NORMAL OPERATION.
i r--"""'T �j G PANEL 2. SLUICE GATE SHALL PROVIDE WATERTIGHT SEAL. PROVIDE
.I z I , 6"HOSE FOR DIESEL ADEQUATE CLEARANCE FOR INTAKE VAULT OPERATION.
3 I `l -1.
SLUICE GATE PUMP TO BE INSTALLED 3. SELECT BOX STANDARD AS REQUIRED TO ACCOMMODATE SLUICE GATE
,L ; `— 12"INLET PIPE BY OTHERS(SEE NOTE 6) AND SLAB LID WITH ACCESS HATCH.
1 I F----1 I p♦
rn II I ALUM. ���� / y 4. ENSURE ACCESS HATCH OPENS FREELY AND WITHOUT INTERFERENCE WITH
STEP TREAD, 4 4-
T T I I I �♦
TYP 3 a x L____J I.I FRAME, ����` SLUICE GATE.
I CAST IN �' LLI111111111
E4 n 0 5.ADJUST FOOTER DIMENSIONS AS NEEDED FOR ANTI-FLOTATION.FOOTER DIMENSIONS
+ __ [[ ^__Y_ I' a JI I CONCRETE O`�� O Fll CAN BE 5'x 5'x 9'DEEP OR 8'x 8'x 4'DEEP.ANTI-FLOATATION MATERIAL IS REQUIRED
Y'. f.Y.: +1 ��� y W AND SHALL BE CONCRETE.
R . of ' STEPS�o ,2^O.C. 6.NOT IN CONTRACT.SEE SPECIAL PROVISIONS.
STEP TREAD, -�� (STD.DRWG.840.66)
AS SHOWN TYP AS SHO,
SST HINGES,
TYP, 4 MINIMUM DIMENSIONS FOR STREAM INTAKE VAULT
DOUBLE DOOR SINGLE DOOR HATCH PROFILE BASIN TOP
NOTES: SIDE 2 S B INV.ELEVATION ANTI-FLOATATION CTL.STR.
BOTTOM ELEVATION
1. ALL HATCH COMPONENTS SHALL BE SST OR ALUMINUM. STATION (INCHES) (INCHES) CONTROL MATERIAL(F) DIMENSIONS
2. HATCHES SHALL BE WATERPROOF AND RATED FOR 300PSF. 6"MIN. 6"MIN. MINIMUM CONTROL s
3. EXPOSED HARDWARE SHALL BE TAMPER-PROOF. PLAN VIEW ELEV. STRUCTURE STRUCTURE THICKNESS FEET (NA/ x L x H)
4. FALL PROTECTION SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS.
5. CONTRACTOR SHALL CONFIRM THAT DIMENSIONS ARE ADEQUATE FOR INSTALLATION, 31+69.64 -SMITH CREEK- 6 6 825.00' 835.82' 827.88' 9.0' 5'X 5'X 10.82'
REMOVAL, AND MAINTENANCE OF EQUIPMENT WITH EQUIPMENT MANUFACTURERS.
ACCESS HATCH
I *NOT TO SCALE*
SIDE 4
ANTICIPATED PUMP LOCATION.
(TO BE INSTALLED BY OTHERS) CROSS SECTION VIEW LOOKING DOWNSTREAM
—
•
SLAB LID W/ 2'x 2'
� ACCESS HATCH SLUICE SEE STREAM PLANS FOR
— — — M— —
/ GATE NATURAL STREA DESIGN
/ 7
6'PORTABLE HOSE r`
(TO BE INSTALLED �•' 5'x5'CONCRETE /
BY OTHERS) 835.82' VAULT STRUCTURE /
v 12'PIPE W/ DOWNSTREAM SILL
N
INTAKE SCREEN ELEV 828.887
INV=827.88' /
E
0 \
0
ooto 827.38'
��' 825.00'�///A

° PROJECT REFERENCE NO. SHEET NOcr
NOTE JANUARY 14, 2020
U-2579BA 2C-3
THE DETAILS BELOW REPRESENT A PRECAST CONCRETE GRAVITY WALL WITHin
PERMIT D RAW I N G
NATURAL BOULDER APPEARANCE ALONG FACE(PER PLANS).THIS PRODUCT
OR A COMPARABLE PRODUCT CAN BE UTILIZED ON THIS PROJECT.A PRODUCT SHEET 3 O F 8
SUBMITTAL AND DESIGN TO BE APPROVED BY THE ENGINEER WILL BE REQUIRED.
4)=28° I SILTY SAND or CLAYEY SAND 4= 28° I SILTY SAND or CLAYEY SAND
LOAD CONDITION A I NO LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE LOAD CONDITION A I NO LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE
2 BLO2K HIGH SECTION 3 BLOCK HIGH SECTION
(2)28"(710 mm)Blocks PRELIMINARY (3)28"(710 mm)Blocks PRELIMINARY
Professional Engineering Design Professional Engineering Design
Required for Construction Required for Construction
Grade to drain surface Grade to drain surface
water away from wall water away from wall
Top block Top block
Non-woven geotextile fabric(If specified by Middle block(Typical)
Engineer based on site soil conditions)
Setback=1 5/8"(41 mm)
Setback=1 5/g"(41 mm) (5°Wall Batter Angle) Backfill per design requirements. Install
(5°Wall Batter Angle) Backfill per design requirements. Install in lifts and compact per project
in lifts and compact per project —
specifications. specifications.
1 r \\ 28"(710 mm) ��— \� VA V� V� V� V� V� VA
28"(710 mm) '"I y � \% j\\%\\ \\ j\/\\/\\/\\/\\/\ I I , 4 4 j
/\//// // A2-6"(0.76 m) / //\ 28° +=28° A
28"(710 mm A: \ � 28"(710 mm) //�//-
0'-6"(152 mm) ,......L.:,► / /i/i- 4,0„(1.22 m) t I�� VAA�AA �A,
! •ry•'r.\ ' \ / / Infill stone(No.57 or equivalent)
•.•.:• .•`/\ \ Infill stone(No.57 or equivalent) \ \
•`.••` \\�/\\�/\\ Fill between adjacent blocks(all blocks) �L-- i•, \//\/\. Fill between adjacent blocks(all blocks)
•'-/V -le— ,•,• ,,�,•,,,••t,, " 28" ) e;0!/VA/VAV� Fill vertical core slot(PC blocks)
> AA 0'-6"(152 mm) v� V / 4 A A VA \ Fill vertical core slot(PC blocks) (710 mm) r.
// i %mil ',`_•,•__ • '• / // 0'-6"(152 mm) +" /\ / Stone to extend at least 12"(305 mm)
A%/V%/V�%/VA%/V%A%A��/VA�AA%A/A V/AA/A/A/ %A/AA< Stone behind t extend at least 12"(305 mm) fie➢ ,9 A \
/ behind blocks.
\//\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\j\\\/\\/\\\/\\\/\\/\/� Move blocks forward during installation \\�/0'-6"(152 mm) '\\\� (1; �\\ Move blocks forward during installation
/ / / / / / / / / /,/ / / / / / to engage shear knobs(Typical) // / '/ '/ / '// // to engage shear knobs(Typical)
i�/i�/i./i�/i /i�/i./i./i /i‘/i�/ /i�/ ( yP ) % \Ay Vv A//Av Vy %AA ����
Drain(As specified by Engineer) \\\i\//\j/\\j/\\//�\//,//\%/\j/,//.//\/\\j\�i / Non-woven geotextile fabric(If specified by
Engineer based on site soil conditions)
Solid bottom block
Drain(As specified by Engineer)
Leveling pad(As specified by Engineer)
Solid bottom block
Leveling pad(As specified by Engineer)
This drawing is for reference only.Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of This drawing is for reference only.Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of
the design engineer of record.Final project designs,including all construction details,shall be prepared by a licensed professional engineer using the actual the design engineer of record.Final project designs,including all construction details,shall be prepared by a licensed professional engineer using the actual
conditions of the proposed site. Final wall design must address both internal and external drainage and all modes of wall stability. conditions of the proposed site. Final wall design must address both internal and external drainage and all modes of wall stability.
-o
72 DRAWN BY: TITLE: Preliminary Wall Section DRAWN BY: TITLE. Preliminary Wall Section
APPROVED BY: APPROVED BY:
Silty Sand or Clayey Sand,+=28° Silty Sand or Clayey Sand,it,.28°
S DATE: No Live Load Surcharge,No Back Slope,No Toe Slope DATE: No Live Load Surcharge,No Back Slope,No Toe Slope
SHEET: FILE: A 28 B 28 36 cad.dwg SHEET: FILE. A_30_B_28_54_cad.dwg
N�
on
NN
III \

PROJECT REFERENCE NO. SHEET NO.
NOTE: JANUARY 14, 2020 U-2579BA 2C-4
THE DETAILS BELOW REPRESENT A PRECAST CONCRETE GRAVITY WALL WITHLO
PERMIT D RAW I N G
NATURAL BOULDER APPEARANCE ALONG FACE(PER PLANS).THIS PRODUCT
OR A COMPARABLE PRODUCT CAN BE UTILIZED ON THIS PROJECT.A PRODUCT SHEET 4 OF 8
SUBMITTAL AND DESIGN TO BE APPROVED BY THE ENGINEER WILL BE REQUIRED.
d= 28° I SILTY SAND or CLAYEY SAND = 28° I SILTY SAND or CLAYEY SAND
LOAD CONDITION A I NO LIVE LOAD SURCHARGE, NO BACK SLOPE, NO TOE SLOPE LOAD CONDITION A I NO LIVE LOAD SURCHARGE, NO BACK SLOPE,NO TOE SLOPE
4 BLOCK HIGH SECTION 5 BLOCK HIGH SECTION
(3)28"(710 mm)Blocks PRELIMINARY (3)28"(710 mm)Blocks PRELIMINARY
(1)41"(1030 mm)Block Professional Engineering Design (2)41"(1030 mm)Blocks Professional Engineering Design
Required for Construction Required for Construction
Grade to drain surface
water away from wall
Grade to drain surface
water away from wall
Top block
Top block Setback=1 5/a'(41 mm)
5 (5"Wall Batter Angle) Move blocks forward during installation
Setback=1 /a'(41 mm)(5"Wall Batter Angle) to engage shear knobs(Typical)
Move blocks forward during installation
to engage shear knobs(Typical) / \-
/
28°(710 mm) ��/��i/V�ij�i/�i/�i/'i/�i/�i/�i/�!
28 (710 mm) v . •,. \ /% / %VAX VAX VAX X VAX VAX VAX _-- •=28° VAA VAA VAA VAA VA/� ,�
/ 28"(710 mm) �A�
28"(710 mm) IA/A/A/ 1 >/A/AA
t I /V/// Backfill per design requirements. Install 1 '�/v A
I'/ //A/�j in lifts and compact per project , ' ' �'V//AA Backfill per design requirements. Install
�/ in lifts and compact per project
5'-6"(1.68 m) � \ VA/ V specifications. 2a"(710 mm)
�% //�� T-0"(2.13 m) �. �� j specifications.
28"(710 mm) / \ /\ \
/ /A Infill stone(No.57 or equivalent) L___ //V/
1 \-4- s%z% A/ Fill between adjacent blocks(all blocks) �- --- v \ Infill stone(No.57 or equivalent)
V___ ,-\j�A; Fill vertical core slot(PC blocks) 4i (1030 mm) IA//y Fill between adjacent blocks(all blocks)
I/ //// Stone to extend at least 12"(305 mm) // / Fill vertical core slot(PC blocks)
41"(1030 mm) \ VA" behind blocks. ` Stone 0'-6"(152 mm) �� t/ /�� ��� lA/�AA< behind tblocks.d at least 12"(305 mm)
41"(1030 mm) /////
Middle block(Typical) 0'-6"(152 mm) VAS
/0'-6"(152 mm) //v C� ,\/ / Middle block(Typical)
// //' / / // / // / ' \ .
//// A//�%\� %\VAS/%// // Engineer basedstont site soil conditions)e fabric(If
by j�\/0'-"(1 2m m)// ��� A// (Ifspecifiedby
/ // // \ \/ / Non-woven geotextile fabric
//\///�///\///\///\///\////////, ///� 'A/��///\/�/�/��/ ///// /�///\\\//\ // /���/j Engineer based on site soil conditions)
Drain(As specified by Engineer) \/i////////////\//\//////// //\/\// /�� \ <
\/\\/\/\/\\\, \\,\, \/\\, \\\/\\�\/ Drain(As specified by Engineer)
Solid bottom block
Solid bottom block
Leveling pad(As specified by Engineer)
Leveling pad(As specified by Engineer)
This drawing is for reference only.Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of This drawing is for reference only.Determination of the suitability and/or manner of use of any details contained in this document is the sole responsibility of
the design engineer of record.Final project designs,including all construction details,shall be prepared by a licensed professional engineer using the actual the design engineer of record.Final project designs,including all construction details,shall be prepared by a licensed professional engineer using the actual
rn conditions of the proposed site. Final wall design must address both internal and external drainage and all modes of wall stability. conditions of the proposed site. Final wall design must address both internal and external drainage and all modes of wall stability.
7 DRAWN BY: TITLE: Preliminary
n�j Wall
M DRAWN BY: TITLE: Preliminary
yy� M q Q M
APPROVED BY: • reliminary Wall Section APPROVED BY: • reliminary Wall Section
N Silty Sand or Clayey Sand,.=28° Silty Sand or Clayey Sand,41=28°
N DATE: No Live Load Surcharge,No Back Slope,No Toe Slope DATE: No Live Load Surcharge,No Back Slope,No Toe Slope
B
O� SHEET: FILE: A_28_B_41_72_cad.dwg SHEET: FILE. A_28_B_41_90_cad.dwg
.,or-,
L.
c‘IN

I-
PROJECT REFERENCE NO. SHEET NO.
Kimley>>>Horn U-2579BA 2D
= T //\\ 421 FAYETTEVILLE RALEIGH,NC E2760UITE 600 HYDRAULICS
A LENGINEER
OUTLET CHA\NEL IVIPROVEN �oH:TENTS CONS V
I .REV Rom.
EXISTING
GROUND JANUARY 14, 2020
3 0 8'X 9'RCBC
1�) DOWNSTREAM EXTENSION PERMIT D RAW I N G
r� EXISTING
i `'`AGROUND SHEET 5 OF DOCUMENT NOT CONSIDERED FINAL
mil.:-:-.", UNLESS ALL SIGNATURES COMPLETED
RETAINING WALL
INSTALL 2.0'OF CLASS II RIP RAP
•_lIP:.: ALONG INSIDE TOE OF
INSTALL 2.0'OF CLASS II RIP RAP RETAINING WALL
— ALONG INSIDE TOE OF GEOTEXTILE `APPROX.28'WIDE GEOTEXTILE
RETAINING WALL TOE WALL EXCAVATION
I
STA. 46 +50 —Y4— (RT)
DETAIL 2 DETAIL 3 a DETAIL 4 DETAIL 5
FALSE SUMP FALSE SUMP STANDARD BASE DITCH TOE PROTECTION
( Not to Scale) (Not to Scale) in (Not to Scale) N (Not to Scale) `o,�e<
o qT F
z Median Ditch " GRO�'p94 °t S\oQe
` Outside Ditch Natural Natural ENO ti'• ��
9 2 2.0' Ground 2 T Ground
Traffic Flow N0•� 20;1 7 -p/
d
(See Chart Below) >-4— 20' GI Min. D= 2 Ft.GI B Geotextile
E-S— etc. E-S— etc. B= 3 Ft. d= 1 Ft.
S=Ditch Slope Proposed Ditch Slopec Proposed Ditch FROM STA. 32+25 TO 32+70 -Y4- (RT)
� P S=Ditch
Ditch Grade L Ditch Grade L STA. 29+02 -Y4- (RT) Type of Liner= Class 'B' Rip-Rap
0.0% To 2.0% 20' Over 4.0% To 6.0% 40' STA. 32+14 -Y4- (RT) FROM STA. 40+30 TO 46+30 -Y4- (RT)
Over 2.0% To 4.0% 30' Over 6.0% 50' STA. 33+68 -Y4- (RT)
STA. 38+89 -Y4- (RT)
STA. 29+21 -Y4- (CL), STA. 33+50 -Y4- (CL) STA. 40+39 -Y4- (RT)
STA. 36+49 -Y4- (CL), STA. 39+49 -Y4- (CL)
STA. 43+14 -Y4- (CL), STA. 46+63 -Y4- (CL)
STA. 50+14 -Y4- (CL), STA. 52+64 -Y4- (CL)
STA. 56+37 -Y4- (CL), STA. 57+43 -Y4- (CL)
STA. 60+79 -Y4- (CL), STA. 63+21 -Y4- (CL)
STA. 67+22 -Y4- (CL), STA. 71+21 -Y4- (CL)
DETAIL 6 DETAIL 7 DETAIL 8 DETAIL 9
RIP RAP AT EMBANKMENT STANDARD BASE DITCH STANDARD BASE DITCH
LATERAL 'V' DITCH WITH BERM
(Not to Scale) (Not to Scale) (Not to Scale)
(Not to Scale)
10'min. Natural Natural Natural Natural
b ��- Ground �•� ry1 Ground Ground �•/ rilN Ground
D D
Ditch 1.0'min� 1.5' 1 d= d
Grade n r
Fill 1'�tie To
. ?'I D �, H FloodplainT Bench B Min. D= 2 Ft. Geotextile
Slope Geotextile �� Min. D= 1.6 Ft.
? Min. D=1.5 Ft.
GEOTEXTILE .. Max.d= 2 Ft. Max. d= 1.2 Ft.
b=5.0 Ft. B= 10 Ft. B= 8 Ft.
H=3.0 Ft.
Type of Liner= Class II Rip-Rap Type of Liner= CLASS 'I' Rip-Rap Type of Liner= CLASS 'I' Rip-Rap
STA. 57+27 -Y4- (RT) FROM STA 57+60 TO 64+00 -Y4- (RI) FROM STA. 64+00 TO STA. 64+65 -Y4- (RT) FROM STA. 56+06 TO STA. 57+27 -Y4- (RT)
STA. 64+65 -Y4- (RT)

0-
0- PROJECT REFERENCE NO. SHEET NO.
STREAMBANK SLOPES TO Kimley>>>Horn U-2579BA 2D-2
. DETAIL BE GRADED PER STREAM ©,o,a PM SHEET NO.
421 FAYETTEVILLE STREET,SUITE 600
HYDRAULIC DESIGN
BANK STABILIZATION TYPICAL SECTIONS RALEIGH,NC 27601 ENGINEER
iS (Not to Scale) t .4I „,..T.,.Y.�.
Shoulder r ,o~Fj t Fop e,' Shoulder
\ Point 0�1ei i1 �'�� Point
,0' Geotextile JANUARY 14, 2020
Geotextile � ,�-0 PERMIT DRAWING
HEADER ROCK,TYP. ,'''i -- B= 11 FT C
SET HEADER ROCK BACK SHEET E ET 6 OF 1 DOCUMENT NOT CONSIDERED FINAL
BASE SEE PROFILE FOR {I A MINIMUM OF 1/3 WIDTH BUNLESS ALL SIGNATURES COMPLETED
FLOW ELEVATION I OF THE FOOTER ROCK
...—...—..—...—..—.—...—..— I .—.—._..—s..—..—..—.- Type of Liner= Class I Rip-Rap
' %:•' s•,O,,< FROM 30+15 STA. TO 32+73 STA. —SMITH CREEK— (LT)
— WELL GRADED MIX OF -''- 01.'.. -� EXCAVATED POOLBE
FROM 31 +60 STA. TO 32+73 STA. —SMITH CREEK— (RT)
CLASS A.CLASS B, 2 MINIMUM •'9''•�4' PER PROFILE
AND#57 STONE I... ,,,
OOTER ROCK• TYP.
ROCKS IN VANE ARM SHOULD HEAD OF TOP OF BOULDERS TO BE FLUSH OF RIFFLE D ETAI L
NOT BE GAPPED OR HAVE ANY ELEVATION POINT A WITH TOP
THICKNESS WELL GRADED MIX
RIFFLE
SIGNIFICANT SPACES TOP OF OF (75%) CLASS "A", (10%) CLASS "B", TOE PROTECTION
NONWOVEN BANK 3 TOE AND (15%) NO. #57 STONE
FABRIC TYPE LLy (Nat to Scale)
SECTION A-A II FOR(GEOTEXTILE GEOTEXTILE OE RIF
FOR DRAINAG . GOFER ROCK SILL \ P.r
DRAINAGE) TYPE 2 !'
HEAD of B ` Q�
RIFFLE '�at G�aQ
e \.�.�1J/NeI� MINIMUM NONWOVEN FABRIC Natural �•• �``7
I -��I--_'�_,O TYPE II (GEOTEXTILE b
BOULDERS \ �1'••\`.�'•v�\.�' FOR DRAINAGE) Ground <
�i k# �
I 1.
(SEE
ESNOTEIZE) �� ' ••!%•::a 4 SECTION A-A I d
FC 2 i� %•�•\�'I•de ••Vm Riffle C COIN FIBER
Dmax
BANKFULL • (TYP.) Geotextile
HEADER .I•• r�. I•.j;!'I, 1 3 Dmax
ROCKS • e•• d#•• /
FLOW NONWOVEN FABRIC %�•}-.�••�•}-rj t��•}rj• �•
2% TYPE II (GEOTEXTILE •\i Im• \f•Ii \�4Ii rI' b= 2 Ft.
FOR DRAINAGE) re: :4!
;.:.:•.•\.•:•:!!Va7
• le.• %• Type of Liner= Class I Rip—Rap
FOOTER Ill••I Qi 1.•!.BRA
WELL GRADED MIX OF NONWOVEN ROCKS BED ROCK SILL ;.;;I..�F•.�•:•.•;•:• ..".t�
CLASS A.CLASS B. f FABRIC TYPE OR J-HOOK VANE�M•'=•�:�•� .f'• �•"• CENTER BOULDER 2"-4 "AND#57 STONE 2'MIN. ROCKS IN VANE ARM SHOULD SEE PLAN \ FROM 23+50 STA. TO 31 +60 STA.
II (GEOTEXTILE NOT BE GAPPED OR HAVE ANY �I���I� —SMITH CREEK—
DRAINAGE)FOR SIGNIFICANT SPACES TOE OF
RIFFLE SECTION B-B
SECTION B-B A 18" NOM. THICKNESS WELL
GRADED MIX OF (75%) CLASS "A",
COIR FIBER (10%) CLASS "B', AND (15%)
NO. #57 STONE
MATTING (TYP) 1/3 Dmax
PLAN VIEW
NOTES:
1. DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARM TIES INTO THE BANK.
2. POOL DEPTH SHOULD BE ACCORDING PROFILE AND TYPICAL SECTIONS. TOE
3. BOULDERS SHALL HAVE A MEAN DIAMETER OF 30"
SECTION C-C
NOTE:
1. BOULDERS SHOULD BE NATIVE STONES \
WITH A MEAN DIAMETER OF 30" !
REACH OBLONG,
WbWf (ft) 28.8 ROCK SILL DETAIL
Dnaz (ft) 2.3
NOT TO SCALE BANK GRADING ABOVE RIP
RAP PER TYPICAL SECTION
WEL
OR GRADING ON PLAN
CLASSS GRADED, MIX OF 1/3 1/3 1/3
A, CLASS B, BASE BASE BASE w L GRA ED MIX aF
AND #57 STONE FLOW FLO FLOW a CONSTRUCT RIFFLE LL DD
LASS AryD B RIP RAP
p� WITH 1.5•DEEP
1 /� Ir GRADATION OF CLASS A, A ' WATER SURFACE
•20'TO �� •� O CLASS B,AND d57 STONE HEAD OF SEE STREAM-7 THRU TOE OF SLOPE
' STREAM-9 FOR ELEVATION 0T=•',� I T, w o 7-TOE OF BANK RIFFLE RIP KEYED-INRAP24"DEEP
w . n
s Y / �[��Y� Op OF GUDE 4 1 RIFF fr
TOE OF RIFFLE
/, / BANK HEAD OF 1'MIN PAST TOE
I
RIFFLE GLIDE INTO CHANNEL BOTTOM
POOL RIFFLE SECTION
IIIIIMIIIIIIMIO \4 \•, .\„i �., 8'-10' SEE STREAM-7
I w / I /�'• I THRU STREAM-9
11
Ittc
•, Iy I • \ SEE STREAM-7
,.r�A�% 0.*W ?"
••• A•;1rly0\•�\•\\0\•\\V THRU STREAM-9
i�4.,•„.,, i4'? ��•,RIFFLE CLAS GRAND MIx OF
HEADER �!«,'l.$42:,0. � * CLASS AF1D B RIP RAP
�t�,# A.•.:,• (SEE
NONWOVEN BOULDER B `•►',• .:.!, ♦� •' PLAN/PROFILE WATER SURFACE
\,.w f:••\•I' \�,I'••;1 FOR B
FABRIC TYPE I FOOTER A IA? AITI}.14?"1,�LEFOR
II POOL EXCAVATED PER ••..'i•5%.\\�.T.�,.\\•�\ - CONSTRUCT RIFFLE WITH L5'DEEP
BOULDER , ) TOE OF SLOPE
(GEOTEXTILE KEY IN VANE TO BANK PROFILE •,r�!i a !i;�� ��\•o COIR FIBER GRADATION#57 AIE OF CLASS A.CLASS B.AND
FOR MINIMUM OF 4' AT AN i•,a•,�•;i��-•i�q• 0.2•MIN.
ELEVATION EQUAL TO -,. MATTING IT P) RIP RAP 24"DEEP
C DRAINAGE) . 1 1••.\••• \•C, SEE DETAIL KEYED-IN
rn BANKFULL OR SLIGHTLY ,•.. , ,•,•.
v, LOWER PpiF ile..,�,:fA�zf00 STREAM-
v PLAN VIEW
,:ice � „I• "•i:44' r 1,1iN PAST TOE
E A BTOP ANE INTO CHANNEL BOTTOM
D TOE OF SLOPE
m TOE OF
ROE OF iS
�pe
.a
I R PLAN VEW
00`
OLD
CNN J-HOOK VANE DETAIL CONSTRUCTED RIFFLE ROCK TOE PROTECTION
P7.
FJ
\ NOT TO SCALE NOT TO SCALE NOT TO SCALE

o- PROJECT REFERENCE NO. SHEET NO.
Kimsey>>>Horn U-2579BA SHEET No 2D-3
LET ©.s
421 FAYETTEVILLE STREET,SUITE 600 HYDRAULIC DESIGN
RALEIGH,NC 27601 ENGINEER
PJGFIT-OF-WAY REV
r ---- JANUARY 14, 2020
PERMIT DRAWING
4 SHEET 7 OF is DOCUMENT NOT CONSIDERED FINAL
E c `. UNLESS ALL SIGNATURES COMPLETED
Q
������,• ROCK -INSTALL
LARGERGERL51 5 RIP AT RAPKOROSM LL ` BANKFULL WIDTH
DIAMETER OR LARGER 2/3 BANKFULL TROTH
ti `
SIf• ;S S - BANKFULL
4' ` ' IIII III III=
WELL GRADED NIX OF CLASS A, II A III-I.
-,=' - CLASS B,AND p57 STONE
.�,�y}�y.�' �7/�
d lb .. —
f eigi AR A'\1: } y —I I I
'�" . .' IIIIIIIIIIIIIII-III IIIIIIIIIIII IIIIII1'
"`�Z` III11 11 11 111 11I 11 111=11 11 I1 I-
`' " :tau� ROCK TOE PROTECTION-INSTALL SECTION B-B // `\
�* LARGER SII RIP RAP OR SMALL / 1/3 2/3 HEADER BOULDER,TYP, SET HEADER BOULDER BACK
BOULDERS AT BANK TOE.12" BANKFULL BANKFULL SEE PROFILE FOR A MINIMUM OF 1 3 WIDTH
DIAMETER OR LARGER WIDTH WIDTH FLOW ELEVATION OF THE FOOTER BOULDER
"'! fi .. MEAN BOULDER DEPTH 2300.TO.W` / _
1 LOW AREA E%CAVATED �A . Vl"
r� ►� DOWNSTREAM OF FIRST �F_ MATERIAL BED 1��er
STRUCTuRE TO 1/2 BOULDER MEAN /�
I`1 1"I I � DIAMETER,TYP, , MTApTERIAL BACKFILL, .=s_ `OI EXCAVATED POOL BED y+y _ BACKFILL*TN 2,0'WIDE x 3,0' �T /
.�T DEEP GRADATION OF CLASS A AND �/ m BACKFILL WITH 2,0'WIDE x AO' I2 MINIMUM
-S`s';YS _ - B RIP RAP,AND p57 STONE. y�/ FL W DEEP GRADATION OF CLASS A AND r FOOTER BWLDER,TYP,
Y" _ NONWOVEN GEOTEXTILE FABRIC TO ir
/�3�. iZi *`"i-]•1' _ --FLOW EXCA ATE POOL BE USED BETWEEN BOULDERS AND B RIP RAP,AND p5]STONE. ////// BOULDERS IN VANE ARM SHd1LD
LO III_ y '� NONWOVEN GEOTExnLE FABRIC TO / NOT BE GAPPED OR HAVE ANY
�` AREAfi� S �V PERPROFILE BACKFILL //BE USED BETWEEN BOULDERS AND SIGNIFICANT SPACES
,mow _ BACKFILLStS1 .` 24�4S iaei III— _ NONWOVENE%CAVATEDTRENCHFORFABRIICVTYPE EINOTE LE FABRIC
' �� -�� ' III III— _ NcEti TIME `DE _ A ROCK yANE CdJSTRUCnON SECTION A-A
= - III -
FI�TNE D ABRvEN icoTWE I` ' I I III-III III-III III III III-III I=III III-III= A'_...... HEADER
^ —III—III—I I I�1 1 III III III 1 =III-III IIII III—III—III— CAVATED PER
lantW
POOL E%
4P,�y.� i /� MEAN BWLDER WIDTH III 1 1 1 11=1 1=1 I 1 FOOIER PROFILE TIE VANE ARM INTO
, r7,'.: - BOULDER BA 15FUL�E�[VATIO U LESS
x �'> `4 K Y IN VANE TO BANK MINIMUM OF THE MA%IMUM ARM SLOE DOES
NONWOVEN GEOTE%TILE 4€AT AN ELEVATION EOUA TO `N� NOT ALLOW
�: ,4 wE.� FILTER FABRIC TYPE ii BANKFULL OR$LIGHTLY LO R BANKFULL HEADER
- # f*p•! BWLDER
�tcer^ 1 I 14
: FLOW .. ...1 ... ... ...
"=' 'y'" ' SECTION A-A
{;0 AK
0,5'-0.75'BACKFILL,TYP. --"—
} NOTES: ' FOULDE
1,PLACE GEOTE%nLE ON THE UPSTREAM SIDE OF THE NOTES: BACKFILL WITH 2.0'WIDE x 3.0' I NONWOVEN BOULDER BED
OTER
MOST UPSTREAM BOULDER SILL IN THE CONSTRUCTED 1,DEEPEST PART OF POOL TO BE IN LINE WITH WHERE DEEP GRADATION OF CLASS A AND 'FF --""111
KEY INTO BANK 4 VANE ARM TES INTO BANKFULL. GEOTEXTILE
RIFFLE. B RIP RAP,AND p5]STONE. 2'MIN. FABRIC,TYP, BOULDERS IN VANE ARM SHOULD
MIN.4.0'AT AN 2.BWLDER SILLS MAY OVERLAP AND,ANCHOR THE 2.DO NOT E%CADER POOL T00 CLOSE(1-2')T0 FOOTER ROCK. NON�VEN GEOTEXTILE FABRIC TO NOT BE GAPPED OR HAVE ANr
3,CLASS"A"STONE CAN BE USED TO REDUCE VdDS BE U D BETWEEN BWLDERS AND SIGNIFICANT SPACES
ELEVATION EQUAL EXCAyATE POOL BOULDER SILL DIRECTLY UPSTREAM. BETWEEN HEADERS AND FOOTERS, BOULDERS SHWLD BACKFILL
TO INNER BERM OR I PER PROFILE 3.THE BOULDER SILL SHALL ALL BE CONSTRUCTED TO BE NOT HAVE GAPS SEC.IION B-B
SLIGHTLY LOWER SUBMERGED OR COVERED AT LOW FLOWS, 4,COMPACT BANKFULL TO EXTENT POSSIBLE OR AT THE
4,BOULDERS SHELL HAVE A MEAN DIAMETER OF 30". DIRECTION OF THE ENGINEER,
5.POOL DEPTH SHOULD BE A CORDINA TO PROFILE.
Q 5.BACKFILL 15%MATERIAL TO BE (AL A,10%CLASS B, 6,BOULDERS SHALL HAVE A EON DIAMETER OF 30
AND 15R NCDOT NO.57 STONEORE(ALLL%BY VOLUME).
PLAN VIEW
BOULDER ROCK AND ROLL RIFFLE
11' ROCK VANE DETAIL
NOT TO SCALE / \ NOT TO SCALE
R
13'MIN.FROM EDGE >
A
COIR FABRIC(TYP)
SEE DETAIL INNER BERM ELEVATION
SFF PLAN (SEE PLAN,PROFILE,AND TYPICAL SECTIONS)
e �p BANKFULL ELEVATION \
f >- POOL PER PROFILE V�/pA� Wppp /
MATCH TWICAL sECniR15 To \\
- . LIVE CUTTINGS(PER PLANTING SHEET)
'° r�.6ei i - Iy Iy_ gA 6"MAX ABOVE"BASE FLOW"
�s• x FIOTEABR GEOTE%TILE ______ _____
V40A �®�lam' \ L R F IC TYPE II -----
--
LARGER BRUSH LAID PERPENDICULAR �y. � 1 EXISTING GROUND
�i TIE TO EXISTING GROUND,
Qr.A 4 .X4.,4 STREAM GRADING PER PLAN EXISTING GROUND
O FLOW �' CUT LINE To AcT As
!�� - SEE PLAN SHEET HORIZONT LD BE CONTROL POINTTE
�* $44 \ FOR GRADING PROPOSED GROUND AND SHOULD BE HELD TO THE
a' BASE/NORMAL FLOW ELEVATION --- ____ HORIZONTAL LOCATION SHOWN
A �-,*4 B SEE PLAN NEW FOR ------ IN PLAN VIEW.
/` p/ 4$9: EXTENTS OF TOE WOOD- BANKFULL
/ `�� 4P i 344,41,47'+ EXCAVATED POOL PER PROFILE • DEPTH(SEE BANKFULL BENCH(WIDTH VARIES AS SITE ALLOWS,SEE PLAN SHEET)
qW.E%/�-aplaj" `"`TYPICAL CROS
.@'O > BRUSH LAID PERPENDICULAR TO THE 24"MIN, FILL GAPS BETWEEN BOULDERS
secnoNs)
��•"• A�'I")��F'�(P�`��' STREAM BED AND COMPACTED.TOE WOOD WITH GRADATION OF CLASS A.
`M4 �,s't SHALL NOT E%TEND WT INTO CHANNEL CLASS B,AND p57 STONE
•V„^". 44,04.4144.4 BEYOND THE GRADES SHOWN IN THE NOTE:
C sf ®'�j: TYPICAL CROSS-SECTIONS,PLAN,OR 1, BRUSH SHALL BE A VARIETY OF DIAMETERS AND SHALL
75%BRUSH(STCKS/LEAVES/BRANCHES) 1 E034 CROSS-SECTIONS, BE LAID GENERALLY PERPENDICULAR TO FLOW AND PROPOSED GROUND FILL B BOULDERS AND FILTER FABRIC WITH
25%ON-STE EARTH MATERIAL �OV°® < 4"-8"DIAMETER LOGS LAID COMPACTED BY GIRT. GRADATION OF CLASS A,CLASS B.AND p67
" PERPENDICULAR TO STREAM 2, FIRST LAYER OF BRUSH SHALL BE A BED OF 3"
I� LIM85S ABO SET 18"MIN.BELOW THE BED. 30"MEAN DIAMETER BOULDERS,PLACE STONE
rsp�� FLOW,FILL VOIDS WITH EARTH 3, LAYERS ABOVE FIRST LAYER SHALL BE]5R BRUSH OF LARGER BOULDERS AS FOOTER ROCKS
E ��:/%'%' AND BRUSH, A VARIETY OF SIZES WITH 25%ON SITE MATERIAL (PEACE FOOTER ROCKS BELOW BOTTOM
pDj 4. BRUSH ROD GEOIEUGHT UP IN LIFTS. XnLE FABRIC
OW G B OLS ELEVATION OF CHANNEL), BWLDERS ARE
1 6 SECTTIIONG ABOvE AND/ORTGRADNG PLAN.PLD PER THE TYPICAL TO BE APPROVED BY ENGINEER PRIOR TO TYPE II
INSTALLATION.
m
OP
N TOE WOOD PROTECTION BOULDER TOE PROTECTION
Qj NOT TO SCALE NOT TO SCALE

m PROJECT REFERENCE NO. SHEET NO.
Kimiey>>>Horn U-2579BA No 2D-4
SHEET
421 FAYETTEVILLE STREET,SUITE 600 HYDRAULIC DESIGN
RALEIGH,NC 27601 ENGINEER
CONS,REV.
NEW STREAMBANK SHALL
'
UNCOMPACTED
BE TREATED AS BACKFILL
SPECIFIED IN PLANS 5 Min. 10' 1.5'
F<U O FINISH GRADE ALLCONSIDERED
ly UNLESS SIGNATURES COMPLETED
EXTEND CHANNEL BLOCK =
P MIN. OF 2' BEYOND INVERT A
OF EXISTING CHANNEL FLOW N ) y1 JANUARY 14, 2020
40-' ?;7
1.4
INVERTCHANNEL > PERMIT DRAWING
—\Y— / —*— SHEET 8 OF is
/� COMPACTED
COMPACTED SECTION A-A BACKFILL
BACKFILL IMPERVIOUS SELECT
MATERIAL (SEE PROJECT
SPECIAL PROVISIONS)
15' MIN.
LENGTH UNCOMPACTED
BACKFILL
141111111
A \ Q w
11
111)111
BACKFILL ,V In
>
..
EXISTING P COMPACTED
CHANNEL \ NOTES:
BACKFILL 1) CHANNEL BLOCK SHALL BE INSTALLED IN ACCORDANCE WITH THE
VARIES v. PROJECT SPECIFICATIONS.
2) BLOCK SHOULD BE INSTALLED AT THE INTERFACE BETWEEN EXISTING
EXTEND CHANNEL BLOCK �� CHANNEL AND PROPOSED CHANNEL.
MIN. OF 2' BEYOND LIMITS SECTION B B 3) OF
BOTTHE EXISTIINGTOM OF CK CHANNEL BE A MINIMUM OF 2' BELOW THE INVERT
OF EXISTING CHANNEL 4) BLOCK SHOULD EXTEND A MINIMUM OF 2' BEYOND THE LIMITS OF THE
EXISTING STREAM CHANNEL.
PLAN VIEW STREAM PLUG 5) INSTHETPROJECTTSSPECIFICATIONSTIMMEDIATELYEAFTERALL ERION CONTROL MATING AND SED INAGRADING.CCORANC WITH
NOT TO SCALE 6) COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE DIRECTION OF
THE ENGINEER.
z-EXISTING GROUND
` \SEE TYPICAL SECTION ~VARIES' r
Q / RIP RAP,PLACE LARGER BOULDERS AS
BANKFULL ELEVATION FOOTER ROCKS(PLACE FOOTER ROCKS BELOW
o
EXISTING GROUND o0 1 0'-2 • BOTTOM ELEVATION OF CHANNEL).
STREAM FLOW SEE PLAN KEY GRADATION OF CLASS A, BOULDERS SHALL HAVE A MEAN DIAMETER OF 30",
_V
CLASS B, AND #57 STONE
BACKFILL WITH 1.5'DEEP INTO EXISTING BANK
GRADATION OF CLASS A,CLASS B,
- AND X57 STONE 1'-3'
1.0' — _
-�i � FILTERNL FABRIC YPE II
�.=.` FILL GAPS WITH RIP RAP
AI" L TYPICAL CROSS SECTION
10,
NON-WOVEN — — — _ • I
FILTER FABRIC � ����-��
orir
TYPE II, TYP. �v —
PRE-FORMED dill
Miry*"�l�/�y��� �y�� — — — — T — — — —_
SCOUR HOLE. SEE PLAN to- T
VARIES PER PROFILE
- SEE PLAN NA-
PROFILE
72
fd
O0-
NI,
ROCK STEP POOL /
NOT TO SCALE

PROJECT REFERENCE NO. SHEET NO.
CONSTRUCTION LIMIT 813E33 ( 2W ) 2G-1
GROUND LINE SLOPE STAKE POIN ENGINE GEOTECHNICAL
T GE
(TOP OF SLOPE) ENGINEER
ism/�` ROCK GEOTEPLATPLATING (T P) ,2�QOF55ioN�9s
2'
�o TOP OF SLOPE E ' SEAL 9': S.
�'r1 028893
GEOTEXTILE '` �F')�l A.i..?C ,, I I ���',,e:�......�;:.'.
FOR ROCK PLATING •� I I
���v4�14►F ROLL WIDTH I SIGNATURE DATE SIGNATURE DATE
:�r� �► SEE GEOTEXTILE
"imp�9� OVERLAP DETAIL I I
�,'� �', r I DOCUMENT NOT CONSIDERED FINAL
l S '1��`�� 2'THICK RIPRAP YIN(TYYP� I UNLESS ALL SIGNATURES COMPLETED
4<'�F9 ' `.',. (SEE NOTE 3) 18"OVERLAP I
"'Z',l-10 -V,R`` ON (TYP) I I ,
EXISTING GROUND F,s, .► �`ti% I I
S4� „�� ''_• TOE OF LOPE DITCH I I JANUARY 14, 2020
/ 4% .., PERMIT DRAWING
�� ���,. =,.,'� 4' 6' TOE OF SLOPE SHEET 9 OF 18
v - -
GEOTEXTILE OVERLAP DETAIL
ROCK PLATING DETAIL — TYPICAL SECTION
FROM STA. 23+50+/— TO 31 +60+/— —SMITH CREEK— SEE STREAM TYPICALS `I (PLAN VIEW)
FOR DITCH DETAILS
NOTES:
I. SEE STREAM PLANS FOR ROCK PLATING LOCATIONS.
2. FOR STANDARD ROCK PLATING,SEE SECTION 275.01OF THE STANDARD SPECIFICATIONS.
3. USE CLASS 2 RIPRAP.
> DAM EMBANKMENT N WIDEN
BORROW EXCAVATION A MINIMUM 20' WIDE
(STREAM RELOCATION) > r EXISTING DAM
ROCK PLATING �..�• �' 7
,-DER ������ ••'� - - _ POND 4 TO REMAIN
1 OR LP�.�Z4,9.. - - , ` W.S.E 842.0'
3� ... t .%- CONSTRUCT TOP OF BLANKET \ - ' _ , \
��� :•y' DRAIN TO ELEVATION 840 FT.
:40" " PROPOSED EMBANKMENT 40::;i:• '
- 5 FT. - i•• ::i::•p: ' _ _
vin
04.
o,�•�0 •GEOTEXTILE FOR r.: `'"}'..''} ' : i `
'�*•-7• DRAINAGE (TYPE II) "i '•
1% �'••''4-'•_ r-..%:• •:; :;`' Ts c-•'r
5 FT.
BLANKET DRAIN TO BE A MINIMUM
EXISTING
EMBANKMENT OF 12 IN. THICK CONSTRUCTED
WITH SELECT GRANULAR MATERIAL
TOE PROTECTION. CLASS III TYPE 1 - 2S NATURAL
SEE DETAIL SHEET 2D-2 SAND
ESTIMATED QUANTITES
PAY ITFA1 PAY IINIT DAM EMBANKMENT WIDENING DETAIL
SELECT GRANULAR MATERIAL,CLASS III 1,350 CY FRO\A STA. 23+50+/— TO 31+60+/— —SMITH
BORROW EXCAVATION (STREAM RELOCATION) 2,750 CY CREEK—
GEOTEXTILE FOR DRAINAGE (TYPE II) 1.050 SY
ROCK PLATING 3,750 SY
Noe�y NORTH CAROLINA
NOTES: °Y °'4 DEPARTMENT OF TRANSPORTATION DAM EMBANKMENT
1) FOR DAM EMBANKMENT WIDENING, SEE F'`� �� DIVISION OF HIGHWAYS DAM EMBANKMENT WIDENING PROVISION. WIDENING DETAIL
,
Yf GEOTECHNICAL REVISIONS
PREPARED BY:MHS DATE:10/17/19 \,�, ,, ENGINEERING UNIT NO. BY DATE NO. BY DATE
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PERMIT DRAWING Kimle >>Horn _ U-2579BA 5
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PERMIT DRAWING MODIFICATION LEGEND JANUARY 14, 2020 PROJECT REFERENCE NO. SHEET NO.
PERMIT DRAWING Kimle Horn U-2579BA 5
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WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand Existing Existing
Permanent Temp Excavation Mechanized Clearing Permanent Temporary Channel Channel Natural
Site Station Structure Fill In Fill In 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 28+00-Y- ROAD FILL 0.03 <0.01 0.02 0.02 142
2 16+00-Y1 RPD- ROAD FILL-INTERMITTENT 0.01 109
ROAD FILL-PERENNIAL 0.02 208
STREAMBANK STABILIZATION <0.01 <0.01 10 37
3 21+56-25+22-Y1- 2 @ 7'x 6'RCBC 0.06 <0.01 438 33
3A 17+36-21+53-Y1- DETOUR-ROAD FILL 0.08 545
3B 20+55-21+32-Y1- DETOUR-ROAD FILL 0.03 194
4 501+51-503+21 -L- ROAD FILL 0.03 <0.01 493 18
STREAMBANK STABILIZATION <0.01 <0.01 9 31
5 503+85-507+80-L- ROAD FILL 0.05 <0.01 740 22
5A 507+39-509+64-L- ROAD FILL 0.01 306
6 523+00-L- ROAD FILL 0.03 <0.01 0.02 <0.01 312 42
7 527+00-L- ROAD FILL 0.52 0.01
ROAD FILL-POND 0.59
8 559-75-L- 2 @ 10'x 6'RCBC 0.06 <0.01 442 53
STREAMBANK STABILIZATION <0.01 <0.01 58 44
9 560+75-L- ROAD FILL 0.03 0.01
10 560+50-568+74-L- ROAD FILL 0.01 0.07 <0.01 783 22
10A 566+84-572+75-L- ROAD FILL 0.05 684
11 615+00-L- 3 @ 10'x 9'RCBC 0.43 0.02 808 57
11A 19+76-21+44-Y4RPBD- CHANNEL CHANGE 0.08 0.01 223 41
12 15+84-18+86-Y4RPBD- CHANNEL CHANGE 0.01 0.02 88 205
TOTALS: I 0.62 I 0.00 I <0.01 I 0.05 I I 1.53 I 0.19 I 5,853 I 1,344
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
U-2579 B Forsyth County
Winston Salem Northern Beltway
(Eastern Section)(Future 1-74)
SHEET 62 of 64
JANUARY 14, 2020
PERMIT DRAWING
SHEET 16 OF 18

WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand Existing Existing
Permanent Temp Excavation Mechanized Clearing Permanent Temporary Channel Channel Natural
Site Station Structure Fill In Fill In 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)
13 20+00-21+40-Y4RPBD- ROAD FILL 0.33
14 629+95-635+90-L- ROAD FILL 0.04 0.05 688
15 636+32-641+55-L- ROAD FILL 0.18 0.04 332
ROAD FILL-POND 2.38
15A 644+00-645+00-L- ROAD FILL <0.01 108
16 643+56-644+61-L- ROAD FILL <0.01 104
ROAD FILL-POND 0.16
17 663+65-667+00-L- ROAD FILL 0.09 <0.01 0.06 928
18 667+15-L- 3 @ 12'x 10'RCBC 0.06 0.02 377 67
STREAMBANK STABILIZATION 0.02 0.01 80 59
19 668+50-L- ROAD FILL 0.47 0.01
20 687+80-691+59-L- ROAD FILL 0.03 163
ROAD FILL-POND 0.85 450
21 22+50-Y1- ROAD FILL 0.02
22 40+50 -Y4- OUTLET PAD 0.01
23 45+65 1,4 CULVERT-EXTENSION 0.06 0 400 32
0.02 0.06 64 89
23A 44+95-45+18-Y4- ROAD FILL <0.01 57
23B 45+07-46+34-Y4- ROAD FILL 0.01 135
24 80+73-81+57-Y4RPBD- ROAD FILL 0.02 202
24A 80+50-81+51-Y4RPBD- ROAD FILL 0.06
25 37+31-Y4RPA- 30"RCP <0.01 73
STREAMBANK STABILIZATION <0.01 <0.01 21 16
TOTALS: 1.20 0.02 3.67 0.03 3,268 142 450 i
11/19/2018 Revisions shown in red text.
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
U-2579 B Forsyth County
Winston Salem Northern Beltway
(Eastern Section)(Future 1-74)
SHEET 63 of 64
JANUARY 14, 2020
PERMIT DRAWING
SHEET 17 OF 18

WETLAND AND SURACE WATER IMPACTS SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand I Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Fill In Fill In 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)
26 29+16-31+12-4RPC- ROAD FILL-POND 0.38
27A 104+63-107+53-Y4- ROAD FILL 0.02 205
27B 107+60-Y4- 42"WELDED STEEL 0.05 0.01 <0.01 130 14
27C 107+58-108+44-Y4- 30"RCP <0.01 116
28 cn.grLGa.nn v�P# 002 0a5 365 1-88
29 145+62-Y4- ROAD FILL <0.01
30 64+34-Y4- STREAMBANK STABILIZATION <0.01 28
31 557+28-L- STREAMBANK STABILIZATION <0.01 21
2018 Permit Modifications
23 44+10 to 47+96-Y4- 3 @ 8'x 9'RCBC EXTENSION 0.06 151 _
STREAMBANK STABILIZATION 0.02 0.01 55 30
2 @ 10'x 10'RCBC and
28 47+96 to 56+84-Y4- 1 @ 10'x 8'RCBC 0.50 2233 2085
SMITH CREEK RELOCATION IN TDE
(SEE PERMIT SHEET 7) 0.01 76 42
STREAMBANK STABILIZATION IN TDE
(SEE PERMIT SHEET 7) 0.03 132
28A 48+16 to 48+65-Y4- UT TO SMITH CREEK RELOCATION 0.01 80
28B 48+84 to 53+86-Y4- DRAIN POND 1.62
28C 54+20 to 67+00-Y4- DRAIN POND 6.20
09/18/2019 Permit Modifications
8A STREAM RELOCATION 144 40
SUBTOTALS,THIS PAGE: I 0.05 I I I <0.01 I I 8.87 I 0.01 I 3371 I 84 I 2511
SUBTOTALS,PAGE 1 I 0.62 I I <0.01 I 0.05 I I 1.53 I 0.19 I 5853 I 1344 I
SUBTOTALS,PAGE 2 I 1.20 I I I 0.02 I I 3.67 I 0.03 I 3268 I 142 I 450
TOTALS: I 1.87 I I <0.01 I 0.08 I I 14.07 I 0.23 I 12492 I 1570 I 2961
11/19/2018 Revisions shown in red text.
10/1/2019 Revisions shown in green text. NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
12/13/2019 Revisions shown in orange text.
U-2579 B Forsyth County
09/18/2019 Revisions shown in blue text. Winston Salem Northern Beltway
(Eastern Section)(Future I-74)
Reeised 2018 Feb SHEET 64 OF 64
JANUARY 14, 2020
PERMIT DRAWING
SHEET 18 OF 18