20200486 Ver 1_More Info Received_20200423

Strickland, Bev
From: Michael Brame <[e-mail]>
Sent: Thursday, April 23, 2020 2:00 PM
To: Homewood, Sue
Subject: [External] FW: FTCC stabilization
Follow Up Flag: Follow up
Flag Status: Completed
External
report.spam@nc.g1
FYI
Sincerely,
Michael T. Brame
336.708-4620 (c)
336.310.4527 (o)
PO Box 128
Kernersville, NC 27285
P I L O T E N V I R p N M E N T A L, I N[
[e-mail]
From: Ravindra Bissram <[e-mail]>
Sent: Thursday, April 23, 2020 1:59 PM
To: Michael Brame <[e-mail]>
Subject: RE: FTCC stabilization
One thing, I uploaded an older version to the file where a couple sheets weren't sealed [having a little trouble with
software this morning]. I was able to replace the file a few minutes ago; if you or Sue have problems retrieving the pdf,
let me know and I'll reset the link. I tried it, and it seemed to work.
Thanks,
Rav
Ravindra Biss ram,
Senior Project Manager -.
Civil Engineers and Lard Surveyors
8518 Triad Drive
Colfax, PIC 27235
Phone-.[phone]
Website [feiconsulting.coml I Vcard [drive.google.coml I Map [google.coml I Email
From: Michael Brame <[e-mail]>
Sent: Thursday, April 23, 2020 1:56 PM
1

To: Ravindra Bissram <[e-mail]>
Subject: RE: FTCC stabilization
Thanks Rav
Sincerely,
Michael T. Brame
336.708-4620 (c)
336.310.4527 (o)
PO Box 128
Kernersville, NC 27285
www.pilotenviro.com fpilotenviro.com
mbrame(@r)ilotenviro.com
From: Ravindra Bissram <[e-mail]>
Sent: Thursday, April 23, 2020 1:13 PM
To: Michael Brame <[e-mail]>
Subject: RE: FTCC stabilization
Michael:
Below is the dropbox link to the updated plan set. Let me know if you need anything else.
https://www.dropbox.com/s/o3ifuyr6b9s8w13/2020-04-23%20-%20FTCC%20PIan%20Set.pdf?dI=0 fdropbox.coml
Thanks,
Rav
u ul�ii Illlipill
8518 Triad Drive
Colfax, NC 2723
Website ffeiconsulting.coml I Vcard fdrive.google.coml I Map [google.coml I Email
From: Michael Brame <[e-mail]>
Sent: Thursday, April 23, 2020 9:24 AM
To: Ravindra Bissram <[e-mail]>
Cc: Homewood, Sue <[e-mail]>
Subject: FW: FTCC stabilization
Good Morning Rav,
N

Please remove the green ash from the planting list and send me a copy of an updated list and copy Sue. Thank -you.
Sincerely,
Michael T. Brame
336.708-4620 (c)
336.310.4527 (o)
PO Box 128
Kernersville, NC 27285
www.pilotenviro.com fpilotenviro.coml
mbrame(@r)ilotenviro.com
From: Homewood, Sue <[e-mail]>
Sent: Wednesday, April 22, 2020 2:55 PM
To: Michael Brame <mbra [e-mail]>
Cc: Roden Reynolds, Bryan K CIV (US) <Bryan.K.Roden [e-mail]>; Munzer, Olivia
<[e-mail]>
Subject: FTCC stabilization
Hi Mike,
WRC requested that you remove green ash from the planting list for this project.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. [e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
3"
x a :...
3

FORSYTH TECHNICAL COMMUNITY COLLEGE
RETAINING WALL & STREAM RESTORATION
CITY OF WINSTON-SALEM FORSYTH COUNTY
NORTH CAROLINA
DEVELOPER INFORMATION:
FORSYTH TECHINICAL COMMUNITY COLLEGE
MICHAEL BARNETTE
2100 SILAS CREEK PARKWAY
WINSTON-SALEM, NC 27103-5197
SUITE #307A, ALLMAN CENTER
[phone]
MBARN [e-mail]
ENGINEERING CONTACT
RAVINDRA BISSRAM, PE
8518 TRIAD DRIVE
COLFAX, NC 27235
[phone]
RBISSRAM@FEICONSULTI NG.COM
DATE: 04/14/2020
LAT: 36.067425
LONG:-80.271806
w
J
SILAS CREEK PKWY
SITE
0
N-40
�J
0
0
VICINITY MAP
1 "=2000'
Civil Engineers and Land Surveyors
8518 Triad Drive, Colfax, NC 27235
[phone]
AFE111 www.felconsulting.com
License No. C-0950
TABLE OF CONTENTS
Sheet Number
Sheet Title
1
Cover Sheet
2
Abbreviations & Legend
3
Existing Conditions
4
Site Plan
5
Wall Structural Plans - Site Plan
6
Wall Structural Plans - Profile
7
Wall Structural Plans - Details
8
Wall Structural Plans - Specifications
9
Erosion Control - Stage 1
10
Erosion Control - Stage 2
11
Erosion Control - Stage 3
12
Erosion Control - Stage 4
13
Stream Restoration - Sections
14
Stream Restoration - Planting Schedule
15
Details
O�W A
SEAL
027436
4-23-20
FINAL - NOT RELEASED FOR CONSTRUCTION

ABBREVIATIONS
SYMBOLS & LINETYPE LEGEND
PROPOSED
EXISTING
PROPOSED
EXISTING
ABAN
ABANDONED
LT
LEFT OFFSET FROM CENTERLINE
AC
ACRES
LP
LIGHT POLE
ADA ACCESSIBLE ROUTE
BFP
BFP
BACKFLOW PREVENTER
AGG
AGGREGATE
LF
LINEAR FEET
—
CENTERLINE
®
®
BENCHMARK
ARV
AIR RELEASE VALVE
MH
MANHOLE
UC
Uc
COMMUNICATIONS (UNDERGROUND)
BLOWOFF
ASPH
ASPHALT
MAX
MAXIMUM
0
o
ABC
ASPHALT BASE COURSE
MBL
MAXIMUM/MINIMUM BUILDING LINE
__- aoa--
CONTOUR LINES
0
13
CATCH BASIN
BC
BACK OF CURB
MJ
MECHANICAL JOINT
— —
CREEK, STREAM OR WATER BODY
f]
©
COMMUNICATION BOX OR MANHOLE
BFP
BACKFLOW PREVENTER
MIN
MINIMUM
BEG
BEGIN
MON
MONUMENT
- — — — — — — — -
CURB & GUTTER
O
O
COMPUTED POINT
BMP
BEST MANAGEMENT PRACTICES
NIC
NOT IN CONTRACT
DL
DISTURBED AREA
®
®
CURB INLET
BOL
BOLLARD
NTS
NOT TO SCALE
DITCH
0
®
DRAINAGE MANHOLE
BTM
BOTTOM
OC
ON CENTER
y y y
DIVERSION BERM
BLDG
BUILDING
OHP
OVERHEAD UTILITIES
O
O
ELECTRIC METER
CIP
CAST IRON PIPE
PG
PAGE
b b b
DIVERSION BERM (CLEAN)
p
0
ELECTRIC PEDESTAL
CB
CATCH BASIN
PED
PEDESTRIAN
DRAINAGE AREA
FIBER OPTIC PEDESTAL OR MARKER
CL
CENTERLINE
PB
PLAT BOOK
CO
CLEANOUT
PVC
POLYVINYL CHLORIDE
--- ACE - - - - - ACE ---
--- ACE - - - - - ACE ---
EASEMENT (ACCESS)
FD
FD
FIRE DEPARTMENT CONNECTION
CBU
CLUSTER BOX UNIT
PCC
PORTLAND CEMENT CONCRETE
--- BMPE----- BMPE --
--- BMPE - - - - BMPE --
EASEMENT (BMP)
sm
1�3
FLARED END SECTION
COMM
COMMUNICATION
PWR
POWER
--- DMUE----- DMUE---
--- DMUE----- DMUE---
EASEMENT (DMUE)
©
©
GAS METER OR MARKER
CONC
CONCRETE
PP
POWER POLE
CMON
CONCRETE MONUMENT
PL
PROPERTY LINE
EASEMENT (DRAINAGE)
GAS VALVE
CONST
CONSTRUCTION
PROP
PROPOSED
PssE
- -- ESSE ----- ESSE ---
EASEMENT (SANITARY)
HEADWALL OR ENDWALL
CMP
CORRUGATED METAL PIPE
R
RADIUS
PSTE
--- ESTE ----- ESTE ---
EASEMENT (STORM)
®
®
HVAC
CRK
CREEK
RR
RAILROAD
RPZ
PWE
-__ __-
EWE _____ EWE
EASEMENT (WATER)
HYDRANT
CY
CUBIC YARDS
REDUCED PRESSURE BACKFLOW
C&G
CURB AND GUTTER
RCP
REINFORCED CONCRETE PIPE
- -
EASEMENT (MISC)
O
IRON PIPE
CI
CURB INLET
R/W
RIGHT OF WAY
--- a ----- a --
ELECTRIC (OVERHEAD)
x
LIGHT POLE
DB
DEED BOOK
RT
RIGHT OFFSET FROM CENTERLINE
DEMO
DEMOLITION
SS
SANITARY SEWER
UE
---UE ----- UE---
ELECTRIC (UNDERGROUND)
O
O
MISCELLANEOUS METER
DIA
DIAMETER
SSCO
SANITARY SEWER CLEANOUT
EROSION BAFFLE
p
0
MISCELLANEOUS UTILITY PEDESTALOR MARKER
DOM
DOMESTIC
SSMH
SANITARY SEWER MANHOLE
— x — x — x —
— x x x —
FENCE
o
o
REDUCER
DCA
DOUBLE CHECK ASSEMBLY
SVC
SERVICE LATERAL
DE
DRAINAGE EASEMENT
SIP
SET IRON PIPE
FLOODPLAIN
❑
❑
RIGHT OF WAY MONUMENT
DWG
DRAWING
S/W
SIDEWALK
FW — FW
FLOODWAY
®
ROCK DAM
DWY
DRIVEWAY
SDE
SIGHT DISTANCE EASEMENT
G
--- G ----- G ---
GAS LINE
o
o
SANITARY CLEANOUT
DI
DROP INLET
SF
SQUARE FEET
DIP
DUCTILE IRON PIPE
STD
STANDARD
GUARDRAIL
©
QS
SANITARY MANHOLE
ESMT
EASEMENT
STA
STATION
LANDSCAPE BUFFER
®
SHRUB
EC
EDGE OF CONCRETE
SD
STORM DRAIN
LA
--- LA----- LA---
LANDSCAPED AREA
TF
TF
TRANSFORMER
EG
EDGE OF GRAVEL
STMH
STORM MANHOLE
EP
EDGE OF PAVEMENT
TMH
TELEPHONE MANHOLE
PHASE LINE
TRANSMISSION TOWER
E
ELECTRICAL
TPED
TELEPHONE PEDESTAL
— —
PROPERTY LINE (ADJACENT)
TREE (CANOPY)
EMH
ELECTRICAL MANHOLE
TEMP
TEMPORARY
PROPERTY LINE (SUBJECT)
®
rL
`07
TREE (UNDERSTORY)
EL,ELEV
ELEVATION
T/C
TOP OF CURB
EX
EXISTING
TBM
TRAVERSE BENCHMARK
RAILROAD TRACKS
CO-)
UTILITY POLE
FC
FACE OF CURB
TYP
TYPICAL
— —
RIGHT OF WAY
®
0
WATER METER
FO
FIBER OPTIC
UG
UNDERGROUND
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--- RD ----- RD ---
ROOF DRAIN
9
®
WATER VALVE
FG
FINISH GRADE
UE
UTILITY EASEMENT
FFE
VG
FMB
--- FM ----- FM---
SANITARY SEWER (FORCEMAIN)
Q
WELL
FINISHED FLOOR ELEVATION
VALLEY GUTTER
FDC
FIRE DEPARTMENT CONNECTION
VCP
VITRIFIED CLAY PIPE
SS
--- SS----- SS---
SANITARY SEWER (GRAVITY)
®
®
YARD GRATE
FH
FIRE HYDRANT
WTR
WATER
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--- SB----- SB---
SETBACKS
❑
YARD INLET
FES
FLARED END SECTION
WL/WM
WATER MAIN
FL
WV
--- SF_____ SF__—
SILT FENCE
O
SWALE NUMBER
FLOW LINE
WATER VALVE
FIP
FOUND IRON PIPE
YI
YARD INLET
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STORM DRAIN
FIR
FOUND IRON ROD
—
STREAM BUFFER (ZONE 1)
G
GAS
STREAM BUFFER (ZONE 2)
HATCHING & SHADING
GV
GATE VALVE
GI
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W W
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WATER MAIN
ASPHALT
HVAC
HEATING, VENTILATION, AIR CONDITIONING
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HDPE
HIGH DENSITY POLYETHYLENE
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DATE: 04/14/2020
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027436
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4-23-20
SHEET
2 OF 15
FINAL - NOT RELEASED FOR CONSTRUCTION

SILAS CREEK
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2. DISTANCES SHOWN ARE HORIZONTAL
GROUND DISTANCES UNLESS NOTED
OTHERWISE. DISTANCES, COORDINATES AND
ELEVATIONS ARE IN U.S. SURVEY FEET
NOTED OTHERWISE.
1
UNLESS
-- - - ,, , ` !
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ASPHALT
3. THIS PROPERTY IS IN ZONE X, AREA
DETERMINED TO BE OUTSIDE THE 0.2°Io
-
ANNUAL CHANCE FLOODPLAIN, ACCORDING
\
TO F.I.R.M. PANEL NO. 3710682400J, EFFECTIVE
!' \ •- ` =! ! - 7R� _-
DATE JANUARY 2, 2009.
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ACCOMPLISHED NEAR THIS SITE.
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5, SURVEY FIELD WORK WAS COMPLETED ON:
JANUARY 16, 2020.
6, THIS SURVEY IS SUBJECT TO ANY AND ALL
FACTS THAT MAY BE DISCLOSED BY A FULL
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TITLE SEARCH, WHICH HAS NOT BEEN
FURNISHED TO SURVEYOR AS OF THIS DATE.
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BASED ON ABOVE -GROUND MARKINGS BY A
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c� \ NMEG°Tla�d \ IN 771.49' .. �' T� t� ti
CVO �aY�R YED� �77
i, BUD E. BAUGHMAN, CERTIFY THAT THIS PROJECT WAS COMPLETED UNDER MY DIRECT AND
RESPONSIBLE CHARGE FROM AN ACTUAL SURVEY MADE UNDER MY SUPERVISION; THAT THIS
GROUND SURVEY WAS PERFORMED AT THE 95% CONFIDENCE LEVEL TO MEET FEDERAL
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GEOGRAPHIC DATA COMMITTEE STANDARDS; THAT THIS SURVEY WAS PERFORMED TO MEET
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THE REQUIREMENTS FOR A TOPOGRAPHICIPLANIMETRIC SURVEY TO THE ACCURACY OF
SD PUP A(A' 0
CLASS A AND VERTICAL ACCURACTY WHEN APPLICABLE TO THE CLASS A STANDARD, AND
THAT THE ORIGINAL DATA WAS OBTAINED ON AUGUST 14 2020; THAT THE SURVEY
WAS COMPLETED ON .2020; TI4AT CONTOURS SHOWN WITHIN
HIGHLIGHTED AREAS (IF ANY) MAY NOT MEET THE STATED STANDARD; AND ALL COORDINATES
ALL ELEVATIONS ARE BASED ON NAVD88.
ARE BASED ON NAD53, REALIZATION 2011 AND
l
THIS THE 22ND DAY OF JANUARY 2020
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FORSYTH TECHNICAL COMMUNITY COLLEGE
2100 SILAS CREEK PARKWAY
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WINSTON-SALEM, NC 27103
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PARCEL INFORMATION
DEED BOOK 2988, PAGE 2847
TAX P.I.N. 6824-35-9286.00
LEGEND
TOWNSHIP: WINSTON
GUY WIRE ANCHOR
COUNTY: FORSYTH
LIGHT POLE
STATE: NORTH CAROLINA
UTILITY POLE
SEWER MANHOLE
SIGN
Qs
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,
SURVEY FIELD WORK CONDUCTED FOR THIS
CURB CATCH BASIN
PLAT WAS COMPLETED ON JANUARY 16, 2020.
DROP l YARD INLET
THIS PLAT HAS BEEN PREPARED BY BUD E.
BAUGHMAN, LICENSE #L-3993.
WATER WELL
TREE
DATE: JANUARY 22, 2020
CENTERLINE
COMBINED GRID FACTOR
C/L
CGF
s SAN. SEWER MH
RIM 770.45'
SURVEYED BY: JW
MAPPED BY: DBIBB
CURB AND GUTTER
C&C
PROJECT# LS-19111
DEED SOAK
PARCEL IDENTIFICATION NO-
pg
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PLAT BOOK
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PROPERTY LINE
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RIGHT-OF-WAY WAY
TEMPORARYBENCHMARK
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\ \ \\ SITE PLAN NOTE 7. \ \ \ I
L \ ` \ \ \ \ \ \ LIMIT OF EX.
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\ \ \\\ \\ \ EX. 5' SIDEWALK
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IN
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TEMPORARY POLE AND SUPPORT STRAP TO BRACE
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°
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REVIEW AND APPROVE PRIOR TO START OF °
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�\ PROP. RETAINING WALL' I III �� \ \ \ \\ ` EX. CONCRETE ENDWALL , , 1 \\
\\ LENGTH: 117 FT I \\ - INV OUT = 777.76 L
RADIUS: 70FT k \ \ s �
SEE WALL PLANS FOR
\ \ \ CONSTRUCTION c \ \\ \ 1, \ \ \ /� EX. GRATE INLET
�\ \ \ \ \
\\ SPECIFICATIONS. \ \\\ \\ \\
X. TREE TO
BE REMOVED \ \ EX. SANITARY MANHOLE
° \ \ \ \\ \\\\ \ RIM = 777.58
\ \ \ / C/L INV - 769.80 \ I \ \
SURVEY LIMITS
\ ` 4' POPLAR
\ \\ EX. 2" GAS LINE TO BE \ \\ \ \\"
\\ SUPPORTED DURING \ \\\\ "SYCAMORE . EX. TREES TO
\ \ \ BE REMOVED \ \ \ \\ CONSTRUCTION. ° ° ° \ \ \\\ O � J'J, �L,
\ \ \ G\\\ \ \ 0 18" SYCAMORE \ ^ \ \ \ \ 1 \\ \ r 1
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\ \ \ I \ ° ° EX. 24" RCP \ 0 PP/LSAR
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EX. RETAINING
\ \1 a WALL TO REMAIN \ /
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SILAS CREEK PKWY
SITE
VICINITY MAP
1 "=2000'
SITE DATA:
FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
D.B. 2988 PG. 2847
TOTAL AREA: 25.51 ACRES
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE: 10%
GENERAL NOTES:
1. NO WORK IS TO BE CONDUCTED FROM THE TOP SIDE OF THE WALL.
2. ALL CONSTRUCTION VEHICLES SHALL ARRIVE TO THE SITE USING
SILAS CREEK PARKWAY, MILLER STREET, AND OAK GROVE ROAD.
THE WESTERN MAINTENANCE FACILITY ENTRANCE SHALL BE USED
AS NOTED.
3. MATERIALS DELIVERIES WILL BE PROHIBITED BETWEEN THE HOURS
OF 11:00 AM AND 2:00 PM.
4. EXISTING WALL, PARKING LOT, AND SIDEWALK SHALL REMAIN
UNDISTURBED.
5. CONTRACTOR IS RESPONSIBLE FOR COORDINATING INSPECTION
WITH GEOTECHNICAL ENGINEER DURING WALL CONSTRUCTION
SUCH THAT GEOTECHNICAL ENGINEER CAN PROVIDE AN
ENGINEERING CERTIFICATION TO FORSYTH COMMUNITY COLLEGE
THAT THE WALL HAS BEEN CONSTRUCTED ACCORDING TO PLANS.
SITE PLAN NOTES:
1. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST
NCDEQ STANDARDS AND SPECIFICATIONS.
2. CONTRACTOR SHALL NOTIFY "NC811" (811) OR
(1-800-632-4949) AT LEAST 3 FULL BUSINESS DAYS PRIOR TO
BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE
EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT
ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR
SERVICES INDEPENDENT OF "NC811". REPORT ANY
DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE
LOCATION AND/OR RELOCATION OF ALL EXISTING UTILITIES
IN COORDINATION WITH THE APPROPRIATE UTILITY,
AGENCY, OR COMPANY. CONTRACTOR TO COORDINATE
ACTIVITIES WITH UTILITY COMPANIES INVOLVED IN ANY
RELATED RELOCATION, AND THE COLLEGE.
4. EXISTING UTILITIES SHOWN ARE BASED ON FIELD SURVEYS
AND THE BEST AVAILABLE RECORD DRAWINGS. THE
CONTRACTOR SHALL VERIFY CONDITIONS PRIOR TO
BEGINNING CONSTRUCTION. ANY DISCREPANCIES BETWEEN
ACTUAL FIELD CONDITIONS AND THE PLANS SHALL BE
REPORTED TO THE ENGINEER IMMEDIATELY.
5. PRIOR TO STARTING CONSTRUCTION, THE GENERAL
CONTRACTOR SHALL HOLD A PRE -CONSTRUCTION
CONFERENCE WITH FTCC, NCDEQ, DUKE ENERGY/PIEDMONT
NATURAL GAS, GEOTECHNICAL ENGINEER, AND
ENGINEER/REP.
6. CONTRACTOR SHALL DOCUMENT CONDITION OF EXISTING
SEWER MAIN WITHIN PROJECT LIMITS. ANY DAMAGE TO
SEWER MAIN/MANHOLES SHALL BE REPAIRED/REPLACED AT
CONTRACTOR'S EXPENSE. THE CONTRACTOR WILL BE
RESPONSIBLE FOR PROVIDING TEMPORARY BYPASS SUCH
THAT THE MAIN WILL NOT BE OUT OF SERVICE IF REPAIRS
ARE WARRANTED.
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PIEDMONT NATURAL GAS
GREG BURTON
PHONE: [phone]
EMAIL: [e-mail]
CRAIG HYATT
EMAIL: [e-mail]
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DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE: 1 "=20'
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WALL AND GEOGRID
WALL/ BLOCK SYSTEM:
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MINIMUM FACTORS OF SAFETY I � O
SLIDING: 1.5
OVERTURNING: 2.
BEARING CAPACITY: 2.0
PULLOUT: 1.5
GLOBAL STABILITY: 1.3
SOIL PARAMETERS
WALL BACKFILL - NO FINES CONCRETE (REFER TO DETAILS FOR SPECIFICATIONS)
UNIT WEIGHT, pcf: 110
RETAINED ZONE
UNIT WEIGHT, pcf: 110
FRICTION ANGLE (PHI), degrees: 24
COHESION, psf: 100
FOUNDATION ZONE
UNIT WEIGHT, pcf: 120
FRICTION ANGLE (PHI), degrees: 34
COHESION, psf: 100
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REQUIRED SOIL BEARING CAPACITY: 4,000 psf
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RETAINING WALL DESIGNED BASED ON PLAN AND PROFILE, SHEET 5, DATED JANUARY 3,
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2020, AND SITE PLAN DATED FEBRUARY 28, 2020, BY FLEMING ENGINEERING, INC.
THE SITE PLAN SHOWN ON THIS SHEET IS PROVIDED FOR INFORMATIONAL USE ONLYAND
SHOULD NOT BE USED FOR WALL STAKE OUT. MODULUS, PLLC ASSUMES NO
RESPONSIBILITY FOR ITS ACCURACY, AND IS NOT RESPONSIBLE FOR GRADING, DRAINAGE,
OR EROSION CONTROL OF THE PROJECT. REFER TO CIVIL ENGINEERING PLANS.
REFER TO OTHER SHEETS FOR ADDITIONAL INFORMATION.
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Ground surface at base of wall RETAINING WALL MUST BEAR ON HARD RESIDUAL SOILS 12" Leveling Pad Not Shown For Clarity
I BOW=765.50+/- I
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1. ALL CONTRACTORS AND TRADES TO COORDINATE WITH WALL Due to the inherent nature of soils used as construction materials, it W W 0
CONSTRUCTION, INCLUDING UTILITY AND LANDSCAPING is not uncommon for the foundation soils and the reinforced soils to � I-___=
settle under load and their own self -weight. � � �
CONTRACTORS. Z
NO -FINES CONCRETE BACKFI LL Large trees, particularly those with aggressive root systems, planted
NFC = 10 FROM FACE OF WALL, FEET within the reinforced zone can adversely impact the long term C�
2. EXCAVATIONS BEHIND THE WALL SHOULD BE PERFORMED BY 0C
integrity of the retaining wall. eEFORE You DIG 1 CALL 811 O
IT' HAND. CONTRACTORS SHALL PROTECT RETAINING WALL S THE LAW ! LL
COMPONENTS. CONTACT ENGINEER PRIOR TO BEGINNING TOW = TOP OF WALL HEIGHTABOVE FINISHED GRADE
EXCAVATION. PROFILE
04/08/2020
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GROUND SURFACE AT TOP OF WALL NO -FINES CONCRETE BACKFILL � o �o � z°
12" IMPERVIOUS SOIL COVER � a v coa)
No -Fines Concrete shall have water to cementious materials ratio of 0.35 Z0
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READY MIX PLANT WASTE +5%, with avoid content of 25/o _ 50+ 0 /o. � �CONCRETE BLOCK NON -WOVEN FILTER FABRIC`�
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VERTICAL CONFIGURATION MIRAFI 140 OR EQUAL O �
WALL HEIGHT VARIES NO -FINES No -Fines Concrete shall have minimum compressive strength (f'c) = 5 0
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12" THICK COMPACTED NCDOT
ABC STONE LEVELING PAD
4-INCH DIAMETER PERFORATED
HDPE DRAINAGE PIPES - EXTEND
TO DAYLIGHT EACH END OF WALL
TYPICAL NO -FINES CONCRETE CROSS SECTION
NOT TO SCALE
CONTRACTOR TO PROVIDE AN
ENGINEER APPROVED MECHANICAL
CONNECTION BETWEEN WASTE
BLOCKS AND NO -FINES -CONCRETE
BACKFILL FOR EACH BLOCK
No -Fines Concrete shall have a cured unit weight of 110 pcf ± 5 lbs.
No -Fines Concrete shall be composed of cementious materials, coarse
aggregate, and water. Mix design shall be submitted and approved prior
to installation.
Individual No -Fines Concrete lifts shall not exceed 24 inches vertical.
Subsequent lifts shall not be placed until previous No -Fines Concrete lift
is verified to have hardened sufficiently to support foot traffic without
disturbance.
All void spaces between blocks shall be filled with No -Fines Concrete.
Retaining wall and No -Fines Concrete backfill shall be protected from
weather and site runoff.
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DETAILS
04/08/2020
SHEET
3
OF 4

PART 1 - GENERAL
DESCRIPTION
The construction of the retaining wall shown on these plans shall be monitored and tested by an
independent testing firm to ensure that the retaining wall is constructed in accordance with the
intent of the design.
This wall was designed using ready mix concrete plant waste blocks and no -fines -concrete
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POST -CONSTRUCTION CERTIFICATION
The Owner's Soils' Consultant shall provide to the Owner a post -construction certification by a
professional engineer registered in the State of North Carolina, who is competent in the design
of Mechanically Stabilized Earth retaining walls. The certification shall be based on an
appropriate level of field observations during wall construction, and shall state that, in the
Engineer's professional opinion, construction of the wall system has been completed in
accordance with the approved Drawings and Specifications, and consistent with good
construction practice.
The Contractor shall conduct and coordinate his construction work in such a way as to give
proper notice and time for adequate inspections for this purpose.
DELIVERY. STORAGE AND HANDLING
Contractor shall check the materials upon delivery to ensure that the specified materials have
been received.
Contractor shall prevent excessive mud, wet concrete, epoxies, and like materials which may
affix themselves, from coming in contact with the wall materials.
Contractor shall protect the materials from damage. Damaged material shall not be
incorporated into the reinforced wall system.
PART 2 - PRODUCTS
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Retaining wall units shall consist of 2' x 2' x 6' ready mix concrete plant waste blocks.
All units shall be sound and free of cracks or other defects that would interfere with the proper
placing of the units or significantly impair the strength or permanence of the construction.
Cracking or excessive chipping may be grounds for rejection. Units showing chips visible at a
distance of 20 feet from the wall shall not be used within the wall.
Concrete used to manufacture wall units shall have a minimum 28 days compressive strength
of 3000 psi in accordance with ASTM C 90 and C 140.
Units shall be installed in a running bond pattern.
Leveling Pad Material: NCDOT ABC stone at a minimum of 12 inches in depth.
Drainage Piping: 4" minimum diameter Corrugated Perforated High Density Polyethylene
(HDPE) pipe and fittings. Perforated pipe shall be used at the bottom of the drainage zone.
Piping shall be daylighted at each end of the retaining wall.
Foundation Soil: Undisturbed residual soils or rock free of debris and meeting the ASTM
D2487 classification for ML, SM, SIP or SW.
Foundation soil shall have a compacted Total (Wet) Density of at least 120 pcf.
Foundation soil shall have effective stress friction angle of at least 34 degrees and a cohesion
value of at least 100 psf according to ASTM D3080 or ASTM D4767.
Filter Fabric: Filter Fabric shall be Mirafi 140N or shall be a non -woven needle -punched
geotextile fabric manufactured for the purpose of filtration and which has engineering properties
not less favorable for the intended purpose than that of Mirafi 140N.
PART 3 - EXECUTION
CAICDAI
All retaining wall work shall comply with the plans and specifications.
CHANGES
If the elevation, location, surcharge loading, or grading surrounding the retaining wall changes
from that depicted on these plans, Modulus, PLLC shall be notified to that modifications to the
design can be made, if necessary.
Changes to block heights (total block height for wall) or lengths of runs shall not be permitted
without the explicit written consent of the Designer.
CLEARING AND SUBGRADE PREPARATION
Clearing and stripping limits shall be extended a minimum of 1 foot in front of the retaining wall.
All existing topsoil, rootmat, and any other soft or unsuitable materials shall be removed from
the clearing and stripping limits.
LEVELING PAD CONSTRUCTION
Place leveling pad as shown with a minimum thickness of 12 inches. The leveling pad shall
extend laterally at least 6 inches from the front and back of the lower -most wall unit.
Compact leveling pad material with multiple passes of a vibratory compactor to provide a level
hard surface on which to place the first course of units. NCDOT ABC stone shall be compacted
to at least 95 percent of standard Proctor maximum dry density.
Prepare leveling pad to ensure intimate contact of wall units with pad.
WALL UNIT INSTALLATION
Place first course of wall units on the leveling pad. Align adjacent units, and level units
side -to -side, front -to -rear, and with adjacent units.
Ensure that units are in full contact with leveling pad.
Ensure that first course is placed in the correct horizontal location and alignment, and correct
vertical elevation.
Continue vertical placement of wall units in a running bond pattern. Do not stack more than one
wall unit above the top of the backfill before placing no -fines -concrete backfill for the wall.
Place no -fines -concrete between units and extending to the length indicated on the profile
sheet. Fill all voids with no -fines -concrete.
Install perforated drainage pipe behind wall at the locations shown on the drawings.
Dewatering and Site Drainage
The contractor shall provide sump pit and pumping operations should dewatering be necessary.
The contractor shall provide and maintain adequate site drainage during earthwork operations,
including providing for drainage of surface water away from the construction areas.
All erosion and sedimentation control shall be controlled in accordance with sound engineering
practice and current county and state requirements.
The contractor shall provide positive drainage away from the back of the wall at all times during
construction.
CONSTRUCTION TOLERANCES
Installation of wall faces shall be within all the following tolerances:
1. Vertical control from plan:
1.25 inches over a 10 ft. distance.
2. Horizontal location control from plan:
Straight lines: 1.25 inches over a 10 ft. distance.
Straight & radius corner locations: 1.0 ft.
Curves and serpentine radius: 2.0 ft.
3. Rotation of the wall face during construction:
Maximum 2.0 degrees from established wall plan batter.
Maximum 10.0% from total established horizontal setback.
4. Bulging: 1.25 inches over a 10.0 ft. distance.
CONSTRUCTION MARKING
The contractor shall mark the wall construction with appropriate stakes and offsets to maintain
horizontal and vertical control of the wall construction.
The contractor shall establish temporary markings indicating station numbers along the wall
which are consistent with the stations indicated on the construction plans. The station marks
shall be painted on the subgrade behind the wall facing units. Ensure no paint will be visible
from the front of the wall after completion of wall construction. Station marks shall be every 40
feet beginning with Station 0+20. The contractor shall also mark the elevation of the top of the
wall unit at every station mark.
Marks shall not be applied to the exposed parts of the wall.
QUALITY ASSURANCE TESTING
Quality Assurance Testing
The Owner will provide a Testing Laboratory (TL) to perform quality assurance testing for the
benefit of the Owner. Testing by the Owner's TL is for the sole benefit of the Owner to verify
that wall construction meets the plans and specifications. Testing by the Owner's TL shall not
be relied upon by the contractor for the contractor's quality control purposes. Testing or lack of
testing by the Owner's TL does not relieve the contractor from the requirement to provide for
quality control of the work. Testing or lack of testing by the Owner's TL does not relieve the
contractor from the requirement to meet the plans and specifications during all aspects of wall
construction. The Owner's TL does not have authority or responsibility to direct the contractor's
work. Testing or lack of testing by the Owner's TL does not imply acceptance of the work by the
Owner.
The contractor shall coordinate with the Owner's TL to ensure that the minimum testing outlined
in this section is performed. The contractor shall assist the Owner's TL as necessary for the TL
to perform the required tests and observations.
Prior to initiation of backfill placement, the stripped area shall be observed by the Owners Foundations and Leveling Pad
testing firm to determine the extent of any remedial work.
CY(`A\/ATI(lKl
Contractor shall excavate to the grades required to construct the wall system per the project
grading plans, and the engineered wall system drawings. Contractor shall note that this may
require excavation to the top of leveling pad elevation for the full plan area below the reinforced
zone in those cases where the reinforced backfill has stronger properties than the foundation
soil materials.
Contractor shall take precautions to minimize over -excavation. Contractor shall also take
precautions to protect existing utilities which shall remain in place. Over -excavation shall be
corrected by backfilling with material meeting the requirements of Retained Backfill or
Foundation Soil, as appropriate for the area of over -excavation, or by backfilling with lean
concrete. Backfilling of over -excavation shall be completed at the Contractor's expense.
Contractor shall verify the locations of existing structures and utilities prior to excavation.
Contractor shall ensure all surrounding structures are protected from the effects of excavation
and backfilling.
Excavations shall be braced, shored, or sloped and benched in compliance with OSHA
requirements for temporary excavations. Temporary slopes shall be no steeper than 1:1 (H:V).
The contractor shall not stockpile excavated materials or equipment immediately adjacent to
the excavation walls or slopes. All such materials shall be kept back from the top of the
excavation a minimum distance equal to the excavation depth. where equipment or materials
must be placed immediately adjacent to the excavation walls, the excavation walls shall be
designed for the anticipated surcharge loading, or additional bracing must be provided to
support the anticipated surcharge loading.
The Owner's TL shall check the bearing capacity of the foundation soils below the bottom of the
leveling pad with Dynamic Cone Penetrometer (DCP) testing performed at least every 50 linear
feet, or part thereof, along the leveling pad excavation prior to placement of leveling pad
material. DCP testing shall also be performed at least every 50 linear feet or part thereof below
the foundation subgrade behind the leveling pad in the area of the reinforced backfill.
After placement and tamping of leveling pad material, the thickness of the leveling pad material
shall be verified by excavation. The thickness shall be checked at least every 50 linear feet.
Drain Pipes and Drainage Fill
The Owner's TL shall observe installation of all drainage pipes.
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SPECIFICATIONS
04/08/2020
SHEET
4
OF 4

STORM DRAINAGE ANALYSIS
DRAINAGE AREA (ACRES)
AVG. RUNOFF COEFFICIENT (C)
2-YEAR RAINFALL INTENSITY (IN/HR)
10-YEAR RAINFALL INTENSITY (IN/HR)
TIME OF CONCENTRATION (MIN)
2-YEAR FLOW RATE (CFS)
10-YEAR FLOW RATE (CFS)
102.4
0.60
1.56
2.19
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95.85
t 134.55
TEMPORARY BYPASS FLOW CAPACITY (PIPES ONLY)
PIPE QUANTITY
PIPE DIAMETER (IN)
PIPE LENGTH (FT)
SLOPE (%)
PIPE AREA (S.F.)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS
MANNING'S N VALUE
3 PIPE FULL FLOW CAPACITY (CFS)
2-YEAR STORM FLOW RATE (CFS)
2-YEAR STORM OVERFLOW (CFS)
10-YEAR STORM FLOW RATE (CFS)
10-YEAR STORM OVERFLOW (CFS)
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107
0.0187
3.14
6.28
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1 93.06
95.85
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134.55
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BEFORE YOU DIGI
CONTACT ONE -CALL CENTER
CONSTRUCTION SEQUENCE:
1. OBTAIN SITE PLAN, EROSION CONTROL, AND U.S. ARMY CORPS OF ENGINEERING'S APPROVALS AND PERMITS.
2. FLAG DISTURBED LIMITS PRIOR TO PRE -CONSTRUCTION MEETING.
3. ONCE DISTURBED LIMITS HAVE BEEN FLAGGED, SETUP A PRE -CONSTRUCTION MEETING WITH NCDEQ, THE CONTRACTOR, THE DUKE
ENERGY/PIEDMONT NATURAL GAS REPRESENTATIVE, GEOTECHNICAL ENGINEER, THE OWNER (OR OWNER'S REPRESENTATIVE), AND THE
ENGINEER.
4. INSTALL TEMPORARY CONSTRUCTION ENTRANCE UP TO LOCATION SHOWN FOR TEMPORARY PIPE BYPASS.
5. CLEAR, GRUB, AND INSTALL EROSION CONTROL MEASURES NECESSARY FOR THE INSTALLATION OF THE TEMPORARY BYPASS.
6. CLEAR AND GRUB AREA NECESSARY FOR THE INSTALLATION OF TEMPORARY BYPASS.
7. INSTALL (3) 24" RCP PIPES FOR TEMPORARY BYPASS AS WELL AS ENERGY DISSIPATOR PAD DOWNSTREAM OF BYPASS STRUCTURES.
8. ONCE BYPASS PIPES HAVE BEEN INSTALLED, CONSTRUCT COFFER DAM ON UPSTREAM END AND STONE BYPASS CHANNEL [TO CARRY THE
10-YR RAIN EVENT] TO DIVERT WATER THROUGH TEMPORARY BYPASS AND OVERFLOW.
9. PROCEED TO STAGE 2 EROSION CONTROL.
PROP. PIPE BYPASS
3 x 2N: PIPES
\ INV IN: 770.00'
PROP. COFFERDAM
TO EXTEND
OVER PIPES
\
\\ I
I
INSET 1
ill =10'
TEMPORARY BYPASS TYPICAL SECTION
N.T.S.
cn
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SILAS CREEK PKWY
SITE
VICINITY MAP
1 "=2000'
SITE DATA:
FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
D.B. 2988 PG. 2847
TOTAL AREA: 25.51 ACRES
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE: 10%
DISTURBED AREA: 0.42 ACRES
PERMITTED AREA: 1.00 ACRES
1. CONTRACTOR IS TO ENSURE WORK AREA IS NOT FILLED HIGHER THAN ELEV. 773,
TO PROMOTE POSITIVE DRAINAGE TO TEMPORARY SEDIMENT TRAP.
EROSION CONTROL NOTES:
1. TEMPORARY AND PERMANENT EROSION CONTROL MEASURES SHALL BE
PROVIDED FOR ALL LAND DISTURBING WORK IN ACCORDANCE WITH AN
APPROVED EROSION CONTROL PLAN.
2. ALL PERMANENT EROSION CONTROL MEASURES SHALL BE INCORPORATED INTO
THE WORK AT THE EARLIEST PRACTICAL TIME.
3. ALL TEMPORARY MEASURES SHALL BE MAINTAINED UNTIL THE PERMANENT
MEASURES HAVE TAKEN EFFECT OR APPROVED BY THE EROSION CONTROL
OFFICER.
4. UPON APPROVAL OF GRADING PLAN, A NOTICE OF INTENT (NOI) STORMWATER
APPLICATION MUST BE FILED WITH NCDENR.
EROSION CONTROL MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED FOR
STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL
BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL
BE MADE IMMEDIATELY TO MAINTAIN ALL MEASURES AS DESIGNED.
2. SEDIMENT BASINS SHALL BE INSPECTED REGULARLY DURING LAND DISTURBING
ACTIVITIES AND AFTER EACH RUNOFF -PRODUCING RAINFALL. SEDIMENT SHALL
BE REMOVED AND THE BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF EACH
BASIN. PORTIONS OF THE BASIN'S GRAVEL FACING THAT ARE CONTAMINATED BY
SEDIMENT SHALL BE REPLACED WITH FRESH GRAVEL DURING EACH SEDIMENT
REMOVAL EPISODE.
3. SEDIMENT FENCES SHALL BE INSPECTED AT LEAST ONCE A WEEK AND AFTER
EACH RAINFALL. REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSITS
SHALL BE REMOVED AS NEEDED TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAINFALL EVENT, AND TO REDUCE PRESSURE ON THE FENCE.
FENCING MATERIALS AND SEDIMENT DEPOSITS SHALL BE REMOVED, AND THE
AREA BROUGHT TO GRADE FOLLOWING STABILIZATION OF UPGRADIENT
DISTURBED AREAS.
4. DIVERSION DITCHES/BYPASS PIPING MUST REMAIN IN PLACE UNTIL PROJECT IS
STABILIZED AND PERMISSION GIVEN BY THE EROSION CONTROL OFFICER.
5. A RAIN GAUGE AND REPORT BOX SHALL BE LOCATED ON -SITE FOR RAINFALL
MONITORING AND SITE INSPECTIONS. THE CONTRACTOR IS RESPONSIBLE FOR
CONDUCTING THE WEEKLY INSPECTIONS OR AFTER 1" OF RAINFALL TO
CONFORM WITH THE NPDES PERMIT REQUIREMENTS. REPORTS SHALL BE KEPT
IN THE INSPECTION BOX AND REMAIN AVAILABLE TO REVIEWING AGENCIES UPON
REQUEST.
ill =20'
PIEDMONT NATURAL GAS
GREG BURTON
PHONE: [phone]
EMAIL:[e-mail]
CRAIG HYATT
EMAIL: [e-mail]
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DRAWN BY CP
CHECKED BY: RB
DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE: 1 "=20'
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027436
;,/GINE�Q
NORA B\sS
4-23-20
SHEET
9 OF 15
FINAL - NOT RELEASED FOR CONSTRUCTION

STORM DRAINAGE ANALYSIS
DRAINAGE AREA (ACRES)
AVG. RUNOFF COEFFICIENT (C)
2-YEAR RAINFALL INTENSITY (IN/HR)
10-YEAR RAINFALL INTENSITY (IN/HR)
TIME OF CONCENTRATION (MIN)
2-YEAR FLOW RATE (CFS)
10-YEAR FLOW RATE (CFS)
102.4
0.60
1.56
2.19
60
95.85
t 134.55
TEMPORARY BYPASS FLOW CAPACITY (PIPES ONLY)
PIPE QUANTITY
PIPE DIAMETER (IN)
PIPE LENGTH (FT)
SLOPE (%)
PIPE AREA (S.F.)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS
MANNING'S N VALUE
3 PIPE FULL FLOW CAPACITY (CFS)
2-YEAR STORM FLOW RATE (CFS)
2-YEAR STORM OVERFLOW (CFS)
10-YEAR STORM FLOW RATE (CFS)
10-YEAR STORM OVERFLOW (CFS)
3
24
107
0.0187
3.14
6.28
0.5
0.013
1 93.06
95.85
2.79
134.55
41.50
T
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I I \ \ \ (A R I �T I / \\\\\ �-78a, 1 \ \ \
I III I L C TI
-� \ \ \ \ I ' CONSTRUCTION \ I \
I�� PROP. TREE LINE \ I FENCING \ I \ I
\ 1 �\ I I � \, \ a I I
\ �\ I \ \\ STAGING AREA
(4,700 S.F.)
\ \ I \ Io
\ �1\ , \d°
DIVERSION BERM
POROUS BAFFLES
%x\ ` ~ ��' \ \\\ a SKIMMER BASIN #2 DIVERSION BERM I 1 I \ \
\ \ \ \ \ \ \\\ \ \ \\ / ��j TOP OF DAM: 782.50'
SLOPE DRAIN (TYP.)
TEMPORARY PIPE BYPti `1 ♦♦ - EX. MAINTENANCE FACILITY \ I // \
�\ \ 3x24"PIPES ♦� o ❑p \ ----� 1
\TEMPO RY COFFERDAM\\\ \ INV IN: 770.00 d'o ♦ ♦ \
\ o \
(SEEINSET1) \ OX00
90
lk
\ \v �o ♦♦♦ o o I \ \ \ I
100
\ \ \\\ \ \ ♦ TETHER SKIMMER SF /
Al, \ \ \\ \ \ I TO DAM 8 o I L� IX X X X X \ X X X I X
\\ \ d \ \ \ \ 1 I� I
\\\ \ \\ \ �♦ SILT FENCE MARKS /X\
I CONSTRUCTION ENTRANCE
DISTURBED LIMITS TO OVERLAP EX. PARKING
I \ \ X
AREA FOR PAVEMENT yl�
PROTECTION
\\ d d \ I CONSTRUCTION PROP. TREE LINE ENTRANCE
\ d \ i I \ y °� ✓ o \\ I
ROCK OUTLET (TYP.) \ \ 8S v A
d4 \ \ CONSTRUCTION
ENTRANCE TO BE \\\ �, \\\ \\
\\ EXTENDED 32 L.F. \ � q2 L
POROUS BAFFLES \
5' MIN.
SEPARATION �� I \ \ 1 \
0/4
TEMPORARY PIPE BYPASS \ \ I \ ) \ \\ \\ \
�. .\\\ �j 3 x 24" PIPES
\\ ° SKIMMER BASIN #1 2 INV OUT: 768.00' \ \ I \
1 / \
\ \ \
\ \ 1vtTOP OF DAM = 772.50'
/ ^ry RIP RAP APRON TO BE INSTALLED OVER MATTING
o AND KEYED INTO THE BANKS OF THE CHANNEL.
RIP RAP TO REMAIN AFTER CONSTRUCTION.
TETHER SKIMMER TO DAM pL \ \ \ \ \ \
CLASS 1 RIP RAP
1 1 °
° , SPILLWAY ELEV: 772.00' \ \ W 488
d D = 24" \ \�
CONSTRUCTION SEQUENCE:
STREAM IMPACT SUMMARY
1. CLEAR AREAS REQUIRED FOR INSTALLATION OF EROSION CONTROL MEASURES INSTALLED IN PHASE 2. COFFER DAM 21.0 LF
2. EXTEND TEMPORARY CONSTRUCTION ENTRANCE ACROSS BYPASS DIVERSION PIPE/CHANNEL. TEMPORARY STREAM BYPASS 110.0 LF
3. INSTALL ALL REMAINING EROSION CONTROL MEASURES. WHEN ALL EROSION CONTROL MEASURES ARE IN PLACE, REQUEST AN INSPECTION RIP RAP 52.5 LF
FROM THE EROSION CONTROL INSPECTOR. ANY MODIFICATIONS REQUIRED SHALL BE MADE PRIOR TO MOVING TO STAGE 3. TOTAL 183.5 LF
Skimmer Basin #1 Summary Required Skimmer Basin #2 Summary Required
4. GRADE AND STABILIZE THE TEMPORARY STAGING AREA.
5. ALL EROSION AND SEDIMENTATION CONTROL PRACTICES SHALL BE CHECKED BY CONTRACTOR FOR STABILITY AND OPERATION FOLLOWING Basin volume = 339 cu. ft. Basin volume = 263 cu. ft.
EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY \ \ (12") #57 WASHED STONE EX. GRADE / Basin surface area = 360 sq. ft. Basin surface area = 250 sq. ft.
TO MAINTAIN ALL PRACTICES AS DESIGNED. \ \ �/ / Basin storage depth = 2 ft Basin storage depth = 2 ft
Basin C . Length = 45 ft Basin Length = 25 ft
10 YEAR STORM ELEV. Basin Min Width = 8 ft Basin Width = loft
2 YEAR STORM ELEV. Basin Max Width = loft Spillway length = 2ft min
(12") CLASS B STONE Spillway length = 2ft min Side Slopes= 2:1
24" PIPE 24" PIPE 24" PIPE I Side Slopes= 2:1
N MUST FILTER FABRIC
QJG�vS �L ITY pOti� Skimmer Size Summary: Required
=��J�o pR0�F 7.5' Skimmer Size Summary: Required Skimmer size: 1.5 in
��o o �1 0 9 5' Skimmer size: 1.5 in Orifice size: 1.5 in
ir ' _4 Orifice size: 1.5 in
o D m TEMPORARY BYPASSTYPICAL SECTION
N.T.S.
n
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2
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CONTACT ONE -CALL CENTER
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SILAS CREEK PKWY
SITE
VICINITY MAP
1 "=2000'
SITE DATA:
FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
D.B. 2988 PG. 2847
TOTAL AREA: 25.51 ACRES
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE:10%
DISTURBED AREA: 0.42 ACRES
PERMITTED AREA: 1.00 ACRES
1. CONTRACTOR IS TO ENSURE WORK AREA IS NOT FILLED HIGHER THAN ELEV. 773,
TO PROMOTE POSITIVE DRAINAGE TO TEMPORARY SEDIMENT TRAP.
EROSION CONTROL NOTES:
1. TEMPORARY AND PERMANENT EROSION CONTROL MEASURES SHALL BE
PROVIDED FOR ALL LAND DISTURBING WORK IN ACCORDANCE WITH AN
APPROVED EROSION CONTROL PLAN.
2. ALL PERMANENT EROSION CONTROL MEASURES SHALL BE INCORPORATED INTO
THE WORK AT THE EARLIEST PRACTICAL TIME.
3. ALL TEMPORARY MEASURES SHALL BE MAINTAINED UNTIL THE PERMANENT
MEASURES HAVE TAKEN EFFECT OR APPROVED BY THE EROSION CONTROL
OFFICER.
4. UPON APPROVAL OF GRADING PLAN, A NOTICE OF INTENT (NOI) STORMWATER
APPLICATION MUST BE FILED WITH NCDENR.
EROSION CONTROL MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED FOR
STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL
BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL
BE MADE IMMEDIATELY TO MAINTAIN ALL MEASURES AS DESIGNED.
2. SEDIMENT BASINS SHALL BE INSPECTED REGULARLY DURING LAND DISTURBING
ACTIVITIES AND AFTER EACH RUNOFF -PRODUCING RAINFALL. SEDIMENT SHALL
BE REMOVED AND THE BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF EACH
BASIN. PORTIONS OF THE BASIN'S GRAVEL FACING THAT ARE CONTAMINATED BY
SEDIMENT SHALL BE REPLACED WITH FRESH GRAVEL DURING EACH SEDIMENT
REMOVAL EPISODE.
3. SEDIMENT FENCES SHALL BE INSPECTED AT LEAST ONCE A WEEK AND AFTER
EACH RAINFALL. REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSITS
SHALL BE REMOVED AS NEEDED TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAINFALL EVENT, AND TO REDUCE PRESSURE ON THE FENCE.
FENCING MATERIALS AND SEDIMENT DEPOSITS SHALL BE REMOVED, AND THE
AREA BROUGHT TO GRADE FOLLOWING STABILIZATION OF UPGRADIENT
DISTURBED AREAS.
4. DIVERSION DITCHES/BYPASS PIPING MUST REMAIN IN PLACE UNTIL PROJECT IS
STABILIZED AND PERMISSION GIVEN BY THE EROSION CONTROL OFFICER.
5. A RAIN GAUGE AND REPORT BOX SHALL BE LOCATED ON -SITE FOR RAINFALL
MONITORING AND SITE INSPECTIONS. THE CONTRACTOR IS RESPONSIBLE FOR
CONDUCTING THE WEEKLY INSPECTIONS OR AFTER 1" OF RAINFALL TO
CONFORM WITH THE NPDES PERMIT REQUIREMENTS. REPORTS SHALL BE KEPT
IN THE INSPECTION BOX AND REMAIN AVAILABLE TO REVIEWING AGENCIES UPON
REQUEST.
ill =20'
GAS CONTACT:
PIEDMONT NATURAL GAS
GREG BURTON
PHONE: [phone]
EMAIL:[e-mail]
CRAIG HYATT
EMAIL: [e-mail]
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DRAWN BY CP
CHECKED BY: RB
DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE: 1 "=20'
N CAR
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027436
;,NGINE�QQ�
NORA III -o
oll���1111,,4``23-20
SHEET
10 OF15
FINAL - NOT RELEASED FOR CONSTRUCTION

STORM DRAINAGE ANALYSIS
DRAINAGE AREA (ACRES)
AVG. RUNOFF COEFFICIENT (C)
2-YEAR RAINFALL INTENSITY (IN/HR)
10-YEAR RAINFALL INTENSITY (IN/HR)
TIME OF CONCENTRATION (MIN)
2-YEAR FLOW RATE (CFS)
10-YEAR FLOW RATE (CFS)
102.4
0.60
1.56
2.19
60
95.85
t 134.55
TEMPORARY BYPASS FLOW CAPACITY (PIPES ONLY)
PIPE QUANTITY
PIPE DIAMETER (IN)
PIPE LENGTH (FT)
SLOPE (%)
PIPE AREA (S.F.)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS
MANNING'S N VALUE
3 PIPE FULL FLOW CAPACITY (CFS)
2-YEAR STORM FLOW RATE (CFS)
2-YEAR STORM OVERFLOW (CFS)
10-YEAR STORM FLOW RATE (CFS)
10-YEAR STORM OVERFLOW (CFS)
3
24
107
0.0187
3.14
6.28
0.5
0.013
1 93.06
95.85
2.79
134.55
41.50
T
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�
PROP. TREE LINE \ I CONSTRUCTION \ I \
\\ 1 FENCING \ I \ \ I
I
STAGING AREA
BE
RM J \
BE RM,700 S.F.) 1 I \ \
, POROUS BAFFLES (4
SKIMMER BASIN #2 DIVERSION BERM I I \ \ I
\ � \\ \� � -\ \ \ \ � ��� �' \ \ \ ♦ �
\ \ \ \ TOP OF DAM: 782.50'
SLOPE DRAIN (TYP.)
TEMPORARY PIPE BYPASS \ ���^ 1 o EX. MAINTENANCE FACILITY I /
3x24"PIPES \� >a / ❑O
\TEMPORARY COFFER Am INV IN: 770.00 d'o 140
\
\o \
v (SEEINSET1)
\ \ \\\ \a \ s \ \ \ �100 o
d
COFFER DAM I � TETHER SKIMMER �' SF �'' X
\\ \ \ \ \ DEMAND a o I I
° ( I
\\ \\ \\\ \ Al TO DAM 8 0 1 I \ I L 1X X X X X \ X X X X
SILT FENCE MARKS / x\1 CONSTRUCTION ENTRANCE
DISTURBED LIMITS TO OVERLAP EX. PARKING \ \
AREA FOR PAVEMENT 1 I \ \
PROTECTION l
CONSTRUCTION
TEMPORARY POLE AND SUPPORT STRAP TO BRACE ° ° \ \ \ \\ + SF'� PROP. TREE LINE ENTRANCE
EXISTING GAS LINE DURING WALL CONSTRUCTION. ° \ \ \ \ I
DUKE ENERGY/PIEDMONT NATURAL GAS TO ° \ \ \ \\ I \ > �\\ \ \ \ \
l
REVIEW AND APPROVE PRIOR TO START OF \ \ \\ I I I \'\ �ROCK OUTLET (TYP.)
CONSTRUCTION (TYP). SEE SITE PLAN NOTE 6. 44 \\ \ `\\ \ /-_\ �❑ '\`\\\ \ ` \ I
/ \
110 LF STREAM L
�\ I ° TEMPORARILY BYPASSED �� \ \k\ \ \
\ \
S
POROUS BAFFLES \ \�6,
PROP. RETAINING WALL s ° \ j >� 0 4 1 \ > \�
LENGTH: 117 FT ° \ \ 69 \ 5' MIN. /.-,
/ RADIUS:70FT \ �\ SEPARATION
\ SEE WALL PLANS FOR \ \ " �p
\ CONSTRUCTION \
SPECIFICATIONS. s Q�NG d \
TEMPORARY PIPE BYPASS \ \ I \ ) \ \ \ \ \
3 x 24" PIPES
g 00' 2 INV OUT: 768.I \ \ \\ I
° d SKIMMER BASIN #1 \ ao
EX. 2" GAS LINE TO BE \ \ o �'m \ \ '� �
\ SUPPORTED DURING °
( _ CONSTRUCTION. ° I ` TOP OF DAM = 772.50' \ )) Ox
00 RIP RAP APRON TO BE INSTALLED OVER MATTING ^V \ \ \ \ \ \\ \\ \ \
AND KEYED INTO THE BANKS OF THE CHANNEL.
RIP RAP TO REMAIN AFTER CONSTRUCTION.
TETHER SKIMMER TO DAM \ \ \ \
� \ ' � \ \ � � CLASS 1 RIP RAP
SPILLWAY ELEV: 772.00' \� W 488
°
CONSTRUCTION SEQUENCE:
1. ALL CONSTRUCTION VEHICLES SHALL USE DESIGNATED TEMPORARY STREAM CROSSING TO NAVIGATE TO WORKING AREA.
2. COMPLETE WALL CONSTRUCTION AS PER STRUCTURAL PLANS.
52.5 LF RIP RAP\
op
\SEX. RETAINING \� �� �// \
\ WALL TO REMAIN �'� I I \�\G
\ �/
UNDISTURBED I / / �-� toj,
3. ALL AREAS AND SLOPES DISTURBED DURING CONSTRUCTION AND EXPOSED SHALL BE STABILIZED WITH TEMPORARY SEEDING AND MULCHING
WITHIN 14 CALENDAR DAYS. FOLLOWING COMPLETION OF ANY PHASE OF GRADING OR PERIOD OF INACTIVITY. PERMANENT GROUND COVER IS
TO BE ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 14 CALENDAR DAYS, FOLLOWING COMPLETION OF CONSTRUCTION, COMPLETION OF
GRADING, OR PERIOD OF INACTIVITY, PERMANENT SEEDING, MULCHING, AND GROUND COVER SHALL BE APPLIED TO THE SITE FOLLOWING
COMPLETION OF CONSTRUCTION.
4. WHEN WALL CONSTRUCTION IS COMPLETE, PROCEED WITH STREAM RESTORATION (SEE STREAM RESTORATION PLAN). TEMPORARY BYPASS
CHANNEL SHALL REMAIN IN PLACE UNTIL STREAM RESTORATION ACTIVITIES ARE COMPLETE.
5. PROCEED TO STAGE 4 EROSION CONTROL.
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CONTACT ONE -CALL CENTER
STREAM IMPACT SUMMARY
COFFER DAM
21.0 LF
TEMPORARY STREAM BYPASS
110.0 LF
RIP RAP
52.5 LF
TOTAL
183.5 LF
\ \ (12") #57 WASHED STONE -",,
TONE EX. GRADE--,,,,,,
10 YEAR STORM ELEV.
2 YEAR STORM ELEV.
(12") CLASS B STONE
24" PIPE 24" PIPE 24" PIPE
FILTER FABRIC
7.5'
9.5'
TEMPORARY BYPASS TYPICAL SECTION
N.T.S.
Skimmer Basin #1 Summary
Required
Skimmer Basin #2 Summary
Required
Basin volume =
339 cu. ft.
Basin volume =
263 cu. ft.
Basin surface area =
360 sq. ft.
Basin surface area =
250 sq. ft.
Basin storage depth =
2 ft
Basin storage depth =
2 ft
Basin C . Length =
45 ft
Basin Length =
25 ft
Basin Min Width =
8 ft
Basin Width =
loft
Basin Max Width =
loft
Spillway length =
2ft min
Spillway length =
2ft min
Side Slopes=
2:1
Side Slopes=
2:1
Skimmer Size Summary:
Required
Skimmer Size Summary:
Required
Skimmer size:
1.5 in
Skimmer size:
1.5 in
Orifice size:
1.5 in
Orifice size:
1.5 in
O
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of
W
J
SILAS CREEK PKWY
SITE
VICINITY MAP
1 "=2000'
SITE DATA:
FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
D.B. 2988 PG. 2847
TOTAL AREA: 25.51 ACRES
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE:10%
DISTURBED AREA: 0.42 ACRES
PERMITTED AREA: 1.00 ACRES
1. CONTRACTOR IS TO ENSURE WORK AREA IS NOT FILLED HIGHER THAN ELEV. 773,
TO PROMOTE POSITIVE DRAINAGE TO TEMPORARY SEDIMENT TRAP.
EROSION CONTROL NOTES:
1. TEMPORARY AND PERMANENT EROSION CONTROL MEASURES SHALL BE
PROVIDED FOR ALL LAND DISTURBING WORK IN ACCORDANCE WITH AN
APPROVED EROSION CONTROL PLAN.
2. ALL PERMANENT EROSION CONTROL MEASURES SHALL BE INCORPORATED INTO
THE WORK AT THE EARLIEST PRACTICAL TIME.
3. ALL TEMPORARY MEASURES SHALL BE MAINTAINED UNTIL THE PERMANENT
MEASURES HAVE TAKEN EFFECT OR APPROVED BY THE EROSION CONTROL
OFFICER.
4. UPON APPROVAL OF GRADING PLAN, A NOTICE OF INTENT (NOI) STORMWATER
APPLICATION MUST BE FILED WITH NCDENR.
EROSION CONTROL MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED FOR
STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL
BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL
BE MADE IMMEDIATELY TO MAINTAIN ALL MEASURES AS DESIGNED.
2. SEDIMENT BASINS SHALL BE INSPECTED REGULARLY DURING LAND DISTURBING
ACTIVITIES AND AFTER EACH RUNOFF -PRODUCING RAINFALL. SEDIMENT SHALL
BE REMOVED AND THE BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF EACH
BASIN. PORTIONS OF THE BASIN'S GRAVEL FACING THAT ARE CONTAMINATED BY
SEDIMENT SHALL BE REPLACED WITH FRESH GRAVEL DURING EACH SEDIMENT
REMOVAL EPISODE.
3. SEDIMENT FENCES SHALL BE INSPECTED AT LEAST ONCE A WEEK AND AFTER
EACH RAINFALL. REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSITS
SHALL BE REMOVED AS NEEDED TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAINFALL EVENT, AND TO REDUCE PRESSURE ON THE FENCE.
FENCING MATERIALS AND SEDIMENT DEPOSITS SHALL BE REMOVED, AND THE
AREA BROUGHT TO GRADE FOLLOWING STABILIZATION OF UPGRADIENT
DISTURBED AREAS.
4. DIVERSION DITCHES/BYPASS PIPING MUST REMAIN IN PLACE UNTIL PROJECT IS
STABILIZED AND PERMISSION GIVEN BY THE EROSION CONTROL OFFICER.
5. A RAIN GAUGE AND REPORT BOX SHALL BE LOCATED ON -SITE FOR RAINFALL
MONITORING AND SITE INSPECTIONS. THE CONTRACTOR IS RESPONSIBLE FOR
CONDUCTING THE WEEKLY INSPECTIONS OR AFTER 1" OF RAINFALL TO
CONFORM WITH THE NPDES PERMIT REQUIREMENTS. REPORTS SHALL BE KEPT
IN THE INSPECTION BOX AND REMAIN AVAILABLE TO REVIEWING AGENCIES UPON
REQUEST.
ill =20'
GAS CONTACT:
PIEDMONT NATURAL GAS
GREG BURTON
PHONE: [phone]
EMAIL:[e-mail]
CRAIG HYATT
EMAIL: [e-mail]
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CHECKED BY: RB
DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE: 1 "=20'
o CA
1.
SE L
027436
4-23-20
SHEET
11 OF 15
FINAL - NOT RELEASED FOR CONSTRUCTION

STORM DRAINAGE ANALYSIS
DRAINAGE AREA (ACRES)
AVG. RUNOFF COEFFICIENT (C)
2-YEAR RAINFALL INTENSITY (IN/HR)
10-YEAR RAINFALL INTENSITY (IN/HR)
TIME OF CONCENTRATION (MIN)
2-YEAR FLOW RATE (CFS)
10-YEAR FLOW RATE (CFS)
102.4
0.60
1.56
2.19
60
95.85
t 134.55
TEMPORARY BYPASS FLOW CAPACITY (PIPES ONLY)
PIPE QUANTITY
PIPE DIAMETER (IN)
PIPE LENGTH (FT)
SLOPE (%)
PIPE AREA (S.F.)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS
MANNING'S N VALUE
3 PIPE FULL FLOW CAPACITY (CFS)
2-YEAR STORM FLOW RATE (CFS)
2-YEAR STORM OVERFLOW (CFS)
10-YEAR STORM FLOW RATE (CFS)
10-YEAR STORM OVERFLOW (CFS)
3
24
107
0.0187
3.14
6.28
0.5
0.013
1 93.06
95.85
2.79
134.55
41.50
T
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\��MI a ���a �
I I \ \\t(A(Al. R I i,jI I\
I III I Ci�TI
� 9 �PROP. TREE LINE
\ \ I CTION
FENCING
/
STAGING AREA J
\ \ \ \ S.F.)
I
°° (4,700 '
DIVERSION BERM
POROUS BAFFLES \
DIVERSION BERM �' 8\
\\ �' \ \\ SKIMMER BASIN #2
\ \ \ ♦\ / � ��js TOP OF DAM: 782.50; >
\\ \ j SLOPE DRAIN (TYP.) \ ♦♦ o
I
TEMPORARY PIPE BYPASS r � ��^ 100� o �
\\ 1 \ INV IN: 770.00' d' �
- - - - - - - - - - - - - - - - -
I �
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7/777
\ \ I
EX. MAINTENANCE FACILITY \ I 1
\\ \ \ \ \ TEMPORARY COFFERDAM \ \ v � ° a \ \
(SEEINSET1) I \ `\ \ \
\ \ \\\ \a \ S \ \ \ \ to
\ , '40
\ \ \\\ \ TETHER SKIMMER SF
o a I \ I I I
\\\\ \\\ \\ °/ TO DAM 8 o I L 1X - X_ X- X X \X X X X
\
SILT FENCE MARKS /xl CONSTRUCTION ENTRANCE
DISTURBED LIMITS 1 ° \ \ I o o TO OVERLAP EX. PARKING \
AREA FOR PAVEMENT 1
PROTECTION \
CONSTRUCTION PROP. TREE LINE ENTRANCE
ROCK OUTLET (TYP.)
\A\ .0 s
POROUS BAFFLES
° 5' MIN.
\ \p SEPARATION
TEMPORARY PIPE BYPASS
\ \ \ \ \ ° �. A. , ��2 � OUT:
NV O68.00' \ \ \ I \ \ \ \ I
SKIMMER BASIN #1 \\\ \ C:)(0� \ �i
TOP OF DAM = 772.50'
RIP RAP APRON TO BE INSTALLED OVER MATTING
AND KEYED INTO THE BANKS OF THE CHANNEL.
\ \ \ I \ TETHER SKIMMER TO DAM \ RIP RAP TO REMAIN AFTER CONSTRUCTION.
\X,t z \ \ < CLASS 1 RIP RAP
° , SPILLWAY ELEV: 772.00' \ \ W 488
kp
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7 n
Y
BEFORE YOU DIG!
CONTACT ONE -CALL CENTER
CONSTRUCTION SEQUENCE:
1. STABILIZE AREA UPSTREAM OF NEWLY CONSTRUCTED WALL.
2. BEGIN STREAM RESTORATION. RESTORATION SHALL BEGIN AT THE DOWNSTREAM END AND WORK TOWARDS THE CONSTRUCTION ENTRANCE.
IN ADDITION TO STREAM RESTORATION, SKIMMER BASIN#1 CAN BE REMOVED AND AREA STABILIZED. STAGING AREA SHALL REMAIN IN PLACE
UNTIL STREAM RESTORATION CONSTRUCTION IS COMPLETE.
3. REMOVE CONSTRUCTION ENTRANCE AND RE-CREATE STREAM IN THE VICINITY OF CONSTRUCTION ENTRANCE. COMPLETE RESTORATION IN
THIS VICINITY.
4. ONCE STREAM BANKS HAVE BEEN RESTORED AND STABILIZED, REMOVE COFFERDAM TO REDIRECT FLOW THROUGH THE RESTORED STREAM.
TEMPORARY DIVERSION PIPES ARE TO BE REMOVED AND AREA STABILIZED WITH COMPACTED FILL. UNSUITABLE MATERIAL MAY BE EVENLY
DISTRIBUTED THROUGHOUT DISTURBED AREA PRIOR TO SEEDING AND FINAL STABILIZATION.
5. SEED AND STABILIZE STAGING AREA.
6. CONTACT EROSION INSPECTION FOR APPROVAL TO REMOVE SEDIMENT BASIN #2. SILT FENCE SHALL BE MAINTAINED UNTIL AREA HAS BEEN
STABILIZED.
7. REMOVE ALL REMAINING EROSION CONTROL DEVICES WHEN SITE IS STABILIZED.
8. CONTACT EROSION CONTROL INSPECTOR TO FINALIZE SITE TO CLOSEOUT PROJECT.
U)
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SILAS CREEK PKWY
SITE
VICINITY MAP
1 "=2000'
SITE DATA:
FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
D.B. 2988 PG. 2847
TOTAL AREA: 25.51 ACRES
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE:10%
DISTURBED AREA: 0.42 ACRES
PERMITTED AREA: 1.00 ACRES
1. CONTRACTOR IS TO ENSURE WORK AREA IS NOT FILLED HIGHER THAN ELEV. 773,
TO PROMOTE POSITIVE DRAINAGE TO TEMPORARY SEDIMENT TRAP.
EROSION CONTROL NOTES:
1. TEMPORARY AND PERMANENT EROSION CONTROL MEASURES SHALL BE
PROVIDED FOR ALL LAND DISTURBING WORK IN ACCORDANCE WITH AN
APPROVED EROSION CONTROL PLAN.
2. ALL PERMANENT EROSION CONTROL MEASURES SHALL BE INCORPORATED INTO
THE WORK AT THE EARLIEST PRACTICAL TIME.
3. ALL TEMPORARY MEASURES SHALL BE MAINTAINED UNTIL THE PERMANENT
MEASURES HAVE TAKEN EFFECT OR APPROVED BY THE EROSION CONTROL
OFFICER.
4. UPON APPROVAL OF GRADING PLAN, A NOTICE OF INTENT (NOI) STORMWATER
APPLICATION MUST BE FILED WITH NCDENR.
EROSION CONTROL MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED FOR
STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL
BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL
BE MADE IMMEDIATELY TO MAINTAIN ALL MEASURES AS DESIGNED.
2. SEDIMENT BASINS SHALL BE INSPECTED REGULARLY DURING LAND DISTURBING
ACTIVITIES AND AFTER EACH RUNOFF -PRODUCING RAINFALL. SEDIMENT SHALL
BE REMOVED AND THE BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF EACH
BASIN. PORTIONS OF THE BASIN'S GRAVEL FACING THAT ARE CONTAMINATED BY
SEDIMENT SHALL BE REPLACED WITH FRESH GRAVEL DURING EACH SEDIMENT
REMOVAL EPISODE.
3. SEDIMENT FENCES SHALL BE INSPECTED AT LEAST ONCE A WEEK AND AFTER
EACH RAINFALL. REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSITS
SHALL BE REMOVED AS NEEDED TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAINFALL EVENT, AND TO REDUCE PRESSURE ON THE FENCE.
FENCING MATERIALS AND SEDIMENT DEPOSITS SHALL BE REMOVED, AND THE
AREA BROUGHT TO GRADE FOLLOWING STABILIZATION OF UPGRADIENT
DISTURBED AREAS.
4. DIVERSION DITCHES/BYPASS PIPING MUST REMAIN IN PLACE UNTIL PROJECT IS
STABILIZED AND PERMISSION GIVEN BY THE EROSION CONTROL OFFICER.
5. A RAIN GAUGE AND REPORT BOX SHALL BE LOCATED ON -SITE FOR RAINFALL
MONITORING AND SITE INSPECTIONS. THE CONTRACTOR IS RESPONSIBLE FOR
CONDUCTING THE WEEKLY INSPECTIONS OR AFTER 1" OF RAINFALL TO
CONFORM WITH THE NPDES PERMIT REQUIREMENTS. REPORTS SHALL BE KEPT
IN THE INSPECTION BOX AND REMAIN AVAILABLE TO REVIEWING AGENCIES UPON
REQUEST.
ill =20'
GAS CONTACT:
PIEDMONT NATURAL GAS
GREG BURTON
PHONE: [phone]
EMAIL:[e-mail]
CRAIG HYATT
EMAIL: [e-mail]
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DRAWN BY CP
CHECKED BY: RB
DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE: 1 "=20'
SEA
027436
GINE�Q
N�R
C
A gas
4-23-20
SHEET
12 OF 15
FINAL - NOT RELEASED FOR CONSTRUCTION

STORM DRAINAGE ANALYSIS
DRAINAGE AREA (ACRES)
AVG. RUNOFF COEFFICIENT (C)
2-YEAR RAINFALL INTENSITY (IN/HR)
10-YEAR RAINFALL INTENSITY (IN/HR)
TIME OF CONCENTRATION (MIN)
2-YEAR FLOW RATE (CFS)
10-YEAR FLOW RATE (CFS)
102.4
0.60
1.56
2.19
60
95.85
134.55
790
780
770
760
0+00
790
770
760
790
770
0+50
STA. 1 + 25
SCALE: H: 1 "=20' V: 1 "=10'
0+00 0+50
STA. 1 + 75
SCALE: H: 1 "=20' V: 1 "=10'
760
0+00
790
780
770
760
1+00
1+00
0+50
STA. 2 + 25
SCALE: H: 1 "=20' V: 1 "=10'
SEEDING ONLY
(SEE SHEET 8)
PLANTINGS RETAINING WALL
(SEE SHEET 8)
790
780
770
760
790
780
770
1 760
1+00
KEYED -IN CLASS 1
RIP RAP WITH LINING
\
\ LIVESTAKES
CROSS-SECTION NOTES:
k
\�
\
Q
1. STREAM CHANNEL SHALL BE
RESTORED TO EXISTING CONDITIONS
VARIES
VARIES
WITH RIP RAP AS SPECIFIED.
STA.
Y (ft)
BANK SLOPE
I
2. CHANNEL SLOPES SHOULD BE GRADED
AS SHOWN WITH SLOPES NO STEEPER
1 + 25
4.0
1 : 1
Y AVERAGE
1 + 75
6.9
0.5 . 1
THAN 2HAV.
2 + 25
16.2
1.1 : 1
3. IN AREAS WHERE IT IS NOT FEASIBLE
TYPICAL RESTORED CHANNEL
TO LAY SLOPE BACK TO ANGLE, IT IS
ACCEPTABLE TO MAINTAIN 1:1 SLOPE.
N.T.S.
HORIZONTAL LIMITS OF AREAS TO BE
CONSTRUCTED AT 1:1 SLOPE WILL BE
DETERMINED BASED ON SITE
CONDITIONS AS VERIFIED DURING
CONSTRUCTION.
MUST
L I TY
AR TKO
J Lu O
S
Z > m
� n
y
BEFORE YOU DIGI
CONTACT ONB CALL CENTER
780
770
760
0+00
780
770
760
0+00
780
770
760
0+00
1 SS -
775
�=.774 773772
�..� �/�,��,'� \✓� �%%ice � � o --� � � `` ���IV�
rbo
1jo '3
780.
7
\ 8'� -
TEMPORARY TEMPORARY
COFFERDAM SEDIMENT TRAP TOP OF DAM = 772.50'
RIP RAP A
EX. GRADE _ ��OVER MAT
��Ci�U�o�OO THE BANK
AP
0+40 0+80 1+20 1+60 2+00
EROSION CONTROL STAGE 3
SCALE: H: 1 "=20' V: 1 "=10'
O
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SILAS CREEK PKWY
SITE
�J
0
0
VICINITY MAP
1 "=2000'
LEGEND:
SITE DATA:
LOG DROP AND RIFFLE STONES FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
COFFERDAM D.B. 2988 PG. 2847
TOTAL AREA: 25.51 ACRES
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE: 10%
780
770
TO BE INSTALLED
TING AND KEYED INTO
S OF CHANNEL.
760
2+40 2+80 3+00
0+40 0+80 1+20 1+60 2+00
EROSION CONTROL STAGE 3
SCALE: H: 1 "=20' V: 1 "=10'
O
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SILAS CREEK PKWY
SITE
�J
0
0
VICINITY MAP
1 "=2000'
LEGEND:
SITE DATA:
LOG DROP AND RIFFLE STONES FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
COFFERDAM D.B. 2988 PG. 2847
TOTAL AREA: 25.51 ACRES
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE: 10%
780
770
TO BE INSTALLED
TING AND KEYED INTO
S OF CHANNEL.
760
2+40 2+80 3+00
780
770
TO BE INSTALLED
TING AND KEYED INTO
S OF CHANNEL.
760
2+40 2+80 3+00
Al
0+40 0+80 1+20 1+60 2+00
BEGIN STREAM RESTORATION
SCALE: H: 1"=20' V: 1"=10'
0+40
TEMPORARY
COFFERDAM
REMOVED � /
0+80
PROP. LOGJ
DROP AND
STONE RIFFLE
PLACE LOG DROP 2" ABOVE
INVERT AND NOTCH TO INVERT. PLACE LOG DROP 2" ABOVE
INVERT AND NOTCH TO INVERT.
EX. GRADE
PROP.GRADE
-PROP. LOG
DROP AND
STONE RIFFLE
1+20 1+60 2+00
FINAL STREAM RESTORATION
SCALE: H: 1 "=20' V: 1 "=10'
2+40
2+40
780
770
760
2+80 3+00
780
770
RIP RAP APRON
TO REMAIN
760
2+80 3+00
2
STREAM RESTORATION CONSTRUCTION SEQUENCE:
1. CONTRACTOR SHALL STEAK OUT PROPOSED STREAM AND STREAM
BED ALIGNMENT.
2. GRADE STREAM, STREAM BED ALIGNMENT, AND FLOOD PRONE
BANKFULL BENCH TO ELEVATIONS SPECIFIED. STREAM BANKS SHALL
BE LAID BACK SMOOTHLY AND GRADUALLY AS INDICATED ON PLANS.
SHEER OR STEEPLY SLOPING STREAM BANKS ARE NOT PERMISSIBLE.
3. INSTALL MATTING AND RIP -RAP ALONG ENTIRE FACE OF RETAINING
WALL WITH CLASS 1 STONE AND PLACE AT A MAXIMUM OF 35 CUBIC
FEET PER LINEAR FOOT. RIP -RAP IS TO BE INSTALLED IN ACCORDANCE
TO RIP -RAP SPECIFICATION AND PAID UNDER RIP -RAP, CLASS 1 STONE
UNIT PRICE.
4. INSTALL LOG DROP STRUCTURES AT LOCATIONS AND INVERT
ELEVATIONS SPECIFIED. SEE LOG DROP DETAIL. FOR INSTALLATION
SPECIFICATIONS.
5. INSTALL FILTER FABRIC ON UP -GRADIENT SIDES OF LOG DROP
STRUCTURES.
6. PREPARE FINISH GRADES AROUND STRUCTURES AND STREAM BANKS.
EXCAVATE RIFFLE SECTIONS TO ALLOW FOR INSTALLATION OF RIFFLE
BED MATERIAL AT SPECIFIED FINISHED STREAMBED ELEVATIONS TO BE
INSTALLED FOLLOWING INSTALLATION OF COIR FIBER MATTING ON
STREAM BANKS (RIFFLE SECTIONS ONLY). SEE LOG DROP
SPECIFICATION FOR DETAILS AND UNIT PRICE.
7. SEED AND STRAW ALONG STREAM BANKS.
a. USE NATIVE WETLAND SEED MIX TO SPECIFICATIONS PER SEED
MIX. GENERALLY, 1/2 L.B. PER 1,000SF SHOULD BE APPLIED. SEE
WETLAND SEED MIX SPECIFICATION FOR DETAILS AND UNIT PRICE.
b. A CONTRACTOR'S BLEND OF PERMANENT AND TEMPORARY SEED
SHALL BE APPLIED IN ADDITION TO THE WETLAND SEED MIX.
8. INSTALL WOVEN GEOTEXTILE BLANKET COMPOSED OF 100%
BIODEGRADABLE, NATURAL COCONUT (COIR) FIBER MATTING OVER
SEEDED AND STRAWED STREAM BANKS. NOTE: MATTING SHALL
EXTEND FROM STREAM BANK TOE SLOPE TO BEYOND TOP OF BANK.
9. INSTALL RIFFLE MATERIALS WITHIN RIFFLE SECTIONS TO ELEVATIONS
SPECIFIED, WHILE OVERLAPPING EROSION CONTROL COIR MATTING ON
STREAM BANKS. CONTRACTOR SHALL TAMP DOWN RIFFLES WITH THE
KNUCKLE TO CLEAR VOIDS, CREATE A THALWEG WITHIN THE CHANNEL
AND ACHIEVE THE SPECIFIED ELEVATIONS.
10. ENSURE FINAL GRADES ON REMAINDER OF PROJECT AREA,
INCLUDING BANKFULL BENCHES.
11. SEED AND STRAW THE REMAINDER OF THE DISTURBED AREAS.
a. USE NATIVE WETLAND SEED MIX TO SPECIFICATIONS PER SEED
MIX WITHIN THE FLOOD PRONE BENCHES. GENERALLY, 1/2 L.B. PER
1,000SF SHOULD BE APPLIED DEPENDING ON SEED MIX.
b. A CONTRACTOR'S BLEND OF PERMANENT AND TEMPORARY SEED
SHALL BE APPLIED IN ADDITION TO THE WETLAND SEED MIX AND
ON REMAINDER OF DISTURBED AREAS..
12. INSTALL COCONUT FIBER EROSION CONTROL COIR SURFACE
BLANKET (0.5 IB/YD2) OVER AREAS NOT SUBJECT TO STREAM FLOW
AND AS NEEDED FOR SLOPING AREAS.
13. PROCEED TO PLANTING SCHEDULE FOR LIVE STAKE, TREE, AND
SHRUB INSTALLATION SPECIFICATIONS.
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CHECKED BY: RB
DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE: 1 "=20'
",N sCAR-.,
' SEAL
027436
5
A
1-23-20
SHEET
13 OF 15
FINAL - NOT RELEASED FOR CONSTRUCTION
W
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DRAWN BY CP
CHECKED BY: RB
DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE: 1 "=20'
",N sCAR-.,
' SEAL
027436
5
A
1-23-20
SHEET
13 OF 15
FINAL - NOT RELEASED FOR CONSTRUCTION
FINAL - NOT RELEASED FOR CONSTRUCTION

— ZONE 1 —
LIVESTAKES
THREE ROWS
(TYP. )
N
w
z
0
PLANTING DENSITY:
ZONE 1:
- PLANT LIVE STAKES PER DETAIL AND PLACED AT A MINIMUM SPACING
OF 4' x 4' ON THE OUTSIDE BANK OF THE RESTORED STREAM
MEANDERS.
- SPACING SHALL BE A MINIMUM OF 2' x 2' ADJACENT TO GRADE
CONTROL DEVICES.
- SPACING SHALL BE A MINIMUM OF 6' x 6' ALONG THE REMAINDER OF
THE STREAM BANKS.
ZONE 2:
- PLANT TREES AND SHRUBS PER THE FOLLOWING SPECIFICATIONS:
TREES
-- INSTALL CONTAINERIZED 1-3 GALLON PLANTS CONSISTING OF
NATIVE WOODY SPECIES PLANTED AT 10' x 10' SPACING.
SHRUBS
-- INSTALL CONTAINERIZED 1 GALLON PLANTS CONSISTING OF
NATIVE SPECIES PLANTED AT 20' x 20' SPACING. BARE ROOT
SHRUBS SHOULD BE AVOIDED, IF POSSIBLE.
- NO TREES OR SHRUBS ARE TO BE INSTALLED ON THE TOP SIDE OF
THE WALL, AREA IS TO BE SEEDED ONLY AS SHOWN IN DRAWING.
PLANTING LAYOUT:
- TREES AND SHRUBS WILL BE PLANTED IN A RANDOM PATTERN AND
DISTRIBUTED THROUGHOUT ZONE 2, NO LESS THAN 15 FEET FROM
STREAM CHANNEL.
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PLANTING SCHEDULE
ZONE
COMMON NAME
SCIENTIFIC NAME
STOCK
QUANTITY
ZONE 1
ELDERBERRY
SAMBUCUS CANADENSIS
LIVE STAKE
SILKY DOGWOOD
CORNUS AMOMUM
LIVE STAKE
BLACK WILLOW
SALIX NIGRA
LIVE STAKE
TAG ALDER
ALN US SERRULATA
LIVE STAKE
RED MAPLE
ACER RUBRUM
BARE ROOT
SWEET GUM
LIQUI DAMBAR STYRACI FLUA
BARE ROOT
RIVER BIRCH
BETULA NIGRA
BARE ROOT
AMERICAN ELM
ULMUS AMERICANA
BARE ROOT
BLACKHAW
VIBURNUM PRUNIFOLIUM
BARE ROOT
TOTAL
ZONE 2
TULIP POPLAR
LIRIODENDRON TULIPIFERA
BARE ROOT
BLACK OAK
QUERCUS VELUTINA
BARE ROOT
SOUTHERN OAK
QUERCUS FALCATA
BARE ROOT
RED BUD
CERCIS CANADENSIS
BARE ROOT
SASSAFRAS
SASSAFRAS ALBIDUM
BARE ROOT
RED MAPLE
ACER RUBRUM
BARE ROOT
GROUNDSELTREE
BACCHARIS HALIMIFOLIA
BARE ROOT
SWEET GUM
LIQUI DAMBAR STYRACI FLUA
BARE ROOT
WHITE OAK
QUERCUS ALBA
BARE ROOT
BLACK GUM
NYSSA SYLVATICA
BARE ROOT
PIGNUT HICKORY
CARYA GLABRA
BARE ROOT
TOTAL
ZONE3
LOBLOLLYPIN E
PINUSTAEDA
BAREROOT
TOTAL
2 75 I�+ 00__
SEEDING SCHEDULE
ZONE
COMMON NAME
SCIENTIFIC NAME
WETLAND INDICATOR
COMPOSITION (%)
ZONE 1
SWAMP SUNFLOWER
HELIANTHUS ANGUSTIFOLIUS
FAC+
IRONWEED
VERNONIA NOVEBORACENSIS
FAC+
SWAMP MILKWEED
ASCLEPIA INCARNATE
OBL
SPOTTED BEE BALM
MONARDA PUNCTATA
FAC+
TAG ALDER
ALN US SERRULATA
FACW+
BUSHY BEARD GRASS
ANDROPOGON GLOMERATUS
FACW+
DEERTONGUE
PANICUMCLANDESTINUM
FACW
SWITCHGRASS
PAN ICUM VI RGATUM
FAC+
SOFT RUSH
JUNCUS EFFUSUS
FACW+
SHOWYTICKSEED SUNFLOWER
BIDENS ARISTOSA
FACW
SWAMP ROSE
ROSA PALUSTRIS
OBL
FOX SEDGE
CAREX VULPINOIDEA
OBL
LEAFY BULLRUSH
SCIRPUS POLYPHYLLUS
OBL
SNEEZEWEED
HELENIUM AUTUMNALE
FACW
BROWNTOP MILLET*
PAN ICUM RAMOSUM
NA
RYE CEREAL*
SECALE CEREALE
NA
ZONE 2
BIG BLUE STEM
ANDROPOGON GERARDII
FAC
IRONWEED
VERNONIA NOVEBORACENSIS
FAC+
SPOTTED BEE BALM
MONARDA PUNCTATA
FAC
INDIAN GRASS
ORCHASTRUM NUTANS
FACU
SWITCHGRASS
PAN ICUM VI RGATUM
FAC+
BROWNTOP MILLET*
PANNICUM RAMOSUM
NA
RYE CEREAL*
SECALE CEREALE
NA
ZONE 3
REBEL TALL FESCUE**
NA
NA
ZONE 1 (STREAM CHANNEL BANKS)
ZONE 2
SEEDING ONLY AREA
STREAM BED (NO PLANTING)
RIP RAP
LOG DROP AND RIFFLE STONES
W
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SITE
VICINITY MAP
1 "=2000'
SITE DATA:
FORSYTH TECHNICAL COMMUNITY COLLEGE
PIN:6824-35-9286
D.B. 2988 PG. 2847
ZONING:
ZONING: C (CAMPUS)
DEVELOPMENT STANDARDS: WINSTON-SALEM
FRONT SETBACK: 20'
SIDE SETBACK: 20'
REAR SETBACK: 20'
WATERSHED DATA:
WATERSHED: SALEM CREEK
WATERSHED CLASSIFICATION: C
RIVER BASIN: YADKIN PEE-DEE
SOIL TYPES: PcD2, PcF2, PaB, PaC, PaD, Ch
AVG. SLOPE: 10%
STREAM RESTORATION CONSTRUCTION SEQUENCE (CONT.):
14. INSTALL LIVE STAKES AS SPECIFIED WITHIN THE PLANTING DENSITY.
15. INSTALL TREES AND SHRUBS AS SPECIFIED WITHIN THE PLANTING DENSITY.
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DRAWN BY : CP
CHECKED
BY: RB
DATE:
04/14/2020
PROJECT NO.:06006.001
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SHEET
14 OF 15
FINAL - NOT RELEASED FOR CONSTRUCTION

NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department of
Transportation, Division of Design and Construction, 1971.)
NOTE: To use the following chart you must know:
(1) Q full capacity
(2) Q10
(3) V full
(4) V10
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do = Ao where A. = cross -sectional area of flow at outlet.
For multiple culverts, use Do = 1.25 x Do of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
25
20
F 15
-
CL
U
10
>
5
0 1�, i4' ie 4e• Gif I I I I
0' 5' 10, 15' 20' 25'
DIAMETER (Ft.)
Figure 8.06c
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Q�o�o.d.®oo®.■�.o®
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LENGTH OF APRON
w
0
APRON MATERIAL
TO PROTECT
TO PREVENT SCOUR
CULVERT
HOLE USE L2ALWAYS
L2
L1
1
STONE FILLING (FINE) CL. A
3 X DD
4 x De
2
STONE FILLING (LIGHT) CL. B
3 X Di,
6 x Da
3
STONE FILLING (MEDIUM) CL. 1
4 X DD
8 x Do
4
STONE FILLING (HEAVY) CL. 1
4 X DD
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 X DD
10 x Do
6
STONE FILLING (HEAVY) CL. 2
6 X DD
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIZES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1. Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
TEMPORARY BYPASS OUTLET PROTECTION
ZONE 3
CLASS 1 RIP RAP
L=48'
W=18'
D = 24"
(12") #57 WASHED STONE EX. GRADE i
10 YEAR STORM ELEV.
0 0 2 YEAR STORM ELEV.
(12") CLASS B STONE
24' PIPE 24" PIPE 24" PIPE
FILTER FABRIC
- - - - - - -
7.5'
9.5'
TEMPORARY BYPASS TYPICAL SECTION
N.T.S.
DIVERSION DIKE
HOLD-DOWN STAKES
10' SPACING
PLASTIC -
CORRUGATED
PIPE
4' MIN ISLAND OVER INLET
f,.��� .,• �'. .� IS, MIN
�NLET
41 x4Wx 18" DEEP �.� 11
CLASS "B" RIP -RAP
STABILIZE n `1
O` I I � TOP O I 4'min
OUTLET
9 I DIVERSION
I- I NATURAL GROUND t_\1' e 1.5'MIN '
MIN
4'MIN _ DIVERSION CHANNEL
r LEVELLEVEL s
TEMPORARY SLOPE DRAIN
TOP OF
HAND -COMPACTED
FILL (ISLAND)
0.5' min
�s
NOTES:
1.) TOTAL DRAINAGE AREA
FLOWING TO SILT FENCE MAY
NOT EXCEED 114 ACRE PER 100'
OF FENCE. DRAINAGE AREAS
MAY BE INCREASED WITH A
STORAGE PIT IN FRONT OF
FENCE AND/OR STONE
OUTLETS.
2.) MAXIMUM PLACEMENT OF
POST USING HOG WIRE WITH
APPROVED EROSION CONTROL
FABRICS TO BE F-0".
3.) MAXIMUM PLACEMENT OF
POST WITHOUT HOG WIRE WITH
APPROVED EROSION CONTROL
FABRICS TO BE 6'-0".
4.) SKIRT AND WIRE OF FABRIC
SHOULD BE TRENCHED 6" INTO
GROUND AND BACKFILLED W/
DIRT TO 6" ABOVE GROUND
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND
REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE
TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO 1
BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE
IT.
COMPACTED SOIL 2'
IMIN._i
• I
� F�O�
11�)�►I�I�...........................................................
rniR
-, , , ... ... .. TYPICAL... ... ... ...
I I
DIVERSION SWALE
N.T.S.
STREAM
AFTER PLACEMENT OF LOGS, NOTCH
2-3 INCHES TO SPECIFIED INVERT,
APPROXIMATELY 1 FOOT IN WIDTH.
INSTALL LIVE STAKE AND -
RIP -RAP AROUND LOGS
FOR BANK PROTECTION HEADER LOG
FOOTER LOG
CONSTRUCTION NOTES:
6 MIL. PLASTIC PUMP EXCESS WATER TO
APPROVED DEWATERING D
DRY WORK AREA
SAND OR GRAVEL BAG COFFERDAM
NOT TO SCALE
FILTER FABRIC TO BE PLACED
BENEATH CONSTRUCTED RIFFLE
AND FASTEN TO UPPER LOG
REBAR ANCHORS
(MINIMUM OF 2)
INSTALL SPLASH ROCKS
(1-2 FEET IN WIDTH) AND
LEVEL WITH STREAM BED.
LOG DROP:
1. CONSTRUCT LOG DROP STRUCTURES BY FIRST SHAPING THE CHANNEL TO THE GRADES SPECIFIED, INCLUDING SCOUR POOLS.
2. NEXT, EXCAVATE ENOUGH BED MATERIAL TO PLACE THE LOGS, FILTER FABRIC AND GRAVEL OVERLAY.
2.1. PLACEMENT OF LOGS SHALL EXTEND A MINIMUM OF THREE FEET INTO STREAM BANK.
2.1.1. FIRST, PLACE FOOTER LOG AND THEN CHECK THE ELEVATIONS ON STREAM BOTTOM AND TIE INTO THE BANK.
2.1.2. PLACE HEADER LOG ON FOUNDATION LOG AND SECURE WITH REBAR IN ACCORDANCE WITH SPECIFIED PLANS. LOGS CAN BE TIED TOGETHER IN LIEU
OF REBAR DEPENDING ON FIELD CONDITIONS. IF LOGS ARE TIED TOGETHER, THEN THE FOOTER LOG SHOULD BE OFF -SET FROM THE HEADER LOG BY
1-2 INCHES DOWN -STREAM. THE MAXIMUM OFFSET OF HEADER AND FOOTER LOGS SHOULD NOT EXCEED 3 INCHES DOWN -STREAM. HEADER LOG
SHOULD BE SET 3" ABOVE FINAL STRUCTURE INVERT.
2.1.3. BACKFILL EDGES OF LOGS AND CUT NOTCH TO SPECIFIED INVERT. THE LOGS SHALL BE PLACED TIGHTLY TOGETHER TO MINIMIZE GAPS.
2.2. STABLE OR NAIL FILTER FABRIC AT THE UPSTREAM END OF THE STRUCTURE AS SHOWN ON THE DRAWINGS AND BACKFILL WITH GRAVEL TO SEAL ANY
GAPS.
2.3. FILL THE VOIDS ON THE UPSTREAM SIDE OF SURFACE LOGS WITH GRAVEL SUCH THAT WATER WILL FLOW OVER THE SURFACE LOGS RATHER THAN
THROUGH GAPS IN THE LOGS.
LOGS:
1. USE LOGS THAT ARE STRAIGHT, UNIFORM DIAMETER AND FREE OF ROT, DISEASE AND INSECT INFESTATION.
2. USE ONLY HARDWOOD TREE SPECIES, WITH EXCEPTION OF TULIP POPLAR.
3. LOGS SHALL BE A MINIMUM OF 12 INCHES IN DIAMETER AND 12 FEET IN LENGTH.
FABRIC:
1. FILTER FABRIC SHALL CONSIST OF A NON -WOVEN GEOTEXTILE FABRIC WITH A MINIMUM WEIGHT OF 80Z/SY.
2. RIFFLE SHALL BE CONSTRUCTED AFTER PLACEMENT OF LOGS AND FILTER FABRIC.
LOG DROP
NOT TO SCALE
f METAL FENCE POST MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST
14 GAUGE MINIMUM ONCE A WEEK AND AFTER EACH
HOGWIRE (OPTIONAL) RAINFALL. MAKE ANY REPAIRS
IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT
PROPEX FABRIC W/WIRE BACKING FENCE COLLAPSE, YEAR, DECOMPOSE
o Q OR BECOME INEFFECTIVE, REPLACE IT
M PROMPTLY.
o REMOVE SEDIMENT DEPOSITS AS
ACKFILL WITH DIRT NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN
AND TO REDEUCE PRESSURE ON THE
`c f FLOW FENCE.
i -1 I - REMOVE ALL FENCING MATERIALS AND
El I _ 00 -i �__l 1-1 �__� �__� �= UNSTABLE SEDIMENT DEPOSITS AND II II I I I I II I II I I I I EL„� I -1 I �, �� l r- BRING THE AREA TO GRADE AND
4" STABILIZE IT AFTER THE CONTRIBUTING
o DRAINAGE AREA HAS BEEN PROPERLY
i� STABILIZED.
POST: METAL T-POST 5'-0" OR 6'-0" IN HEIGHT DEPENDING ON FILL
SLOPE (MIN. 1.33 LB/LF STEEL CONSTRUCTION)
FABRIC: T-O" IN WIDTH (MUST MEET STANDARD SPECIFICATIONS
FOR SILT FENCE - ASTM D 6461).
SILT FENCE DETAIL
N.T.S.
EMERGENCY SPILLWAY CONSTRUCTED OVER
UNDISTURBED GROUND AND ARMORED
WITH RIP RAP -----
-----
STANDARD SEDIMENT BASIN
WITH SKIMMER
NTS
MAINTENANCE
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH.
PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT CONTROLS.
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE,
AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
FROM THE RISER AND POOL AREA.
NOTE
SKIM
SURI
DEVI
PAD SKIM
DEVI
FLEXI I
PE (RADI,
OUTLET END: CONNECTION
TO OUTLET PIPE OR RISER
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION,
ROOTS, AND OTHER OBJECTIONABLE MATERIAL AND PROPERLY
GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS
SHOWN ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR
OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY
OF THE FOUNDATION IN LOCATIONS SUBJECT TO SEEPAGE OR
HIGH WATER TABLE.
MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM
LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC
TOP DRESSING WITH 2-
INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE
USED TO TRAP SEDIMENT
AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
SILT FEN
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
N.T.S.
0 0
4- 4 �L a5u=n
SILT FENCE W/ TEMP. ROCK FILTER DAM
N.T.S.
PIPE OUTLET TO FLAT AREA
WITH NO DEFINED CHANNEL
INC L
#57 w
Flow I
Stream
Channel
In
NCDOT #5 or #57 Capacity of pipe culverts
washed stone together = bankfull flow
Class B Erosion
L i Stone
.71
`r
2 diameter of pipe or 12" �.
whichever is greater i l F ter Cloth
Figure 6.70b Temporary culvert backfilled with stone.
Construction 1. Keep clearing and excavation of the stream banks and bed and approach
sections to a minimum.
Specifications
2. Divert all surface water from the construction site onto undisturbed areas
adjoining the stream.
3. Keep stream crossings at right angles to the stream flow.
4. Align road approaches with the center line of the crossing for a minimum
distance of 30 feet. Raise bridge abutments and culvert fills a minimum of 1
foot above the adjoining approach sections to prevent erosion from surface
runoff and to allow flood flows to pass around the structure.
5. Stabilize all disturbed areas subject to flowing water, including planned
overflow areas, with riprap or other suitable means if design velocity exceeds
the allowable for the in -place soil (Table 8.05a, Appendix 8.05).
=ENCE 6. Ensure that bypass channels necessary to dewater the crossing site are
stable before diverting the stream. Upon completion of the crossing, fill,
compact, and stabilize the bypass channel appropriately.
7. Remove temporary stream crossings immediately when they are no longer
needed. Restore the stream channel to its original cross-section, and smooth
and appropriately stabilize all disturbed areas.
8. Any in -stream sediment control measures must be removed upon
stabilization of the area.
NOTES
A A 1. La IS THE LENGTH OF THE
RIP -RAP APRON.
3 d 0 dO 2. d = 1.5 TIMES THE MAXIMUM
STONE DIAMETER BUT NOT LESS
TAN 6".
3. IN A WELL DEFINED CHANNEL
EX -TEND THE APRON UP THE
CHANNEL BANKS TO AN
PLAN VIEW ELEVATION OF 6" ABOVE THE
MAXIMUM TAILWATER DEPTH OR
TO THE TOP OF THE BANK,
WHICHEVER IS LESS.
La
4. A FILTER BLANKET OR FILTER
_ -III-II FABRIC MUST BE INSTALLED
d I II II II II II- BETWEEN THE RIP -RAP AND SOIL
T FOUNDATION.
IT FILTER BLANKET SECT. A -A 5. INSTALL PAD ON 0% GRADE
OUTLET STABILIZATION STRUCTURE
N.T.S.
SKIMMER DETAIL
NTS
3LE THROUGH DOOR
)AT
IN.
'PLIED BY USER.
6.70.5
Maintenance Inspect temporary stream crossings after runoff -producing rains to check for
blockage in channel, erosion of abutments, channel scour, riprap displacement,
or piping. Make all repairs immediately to prevent further damage to the
installation.
TEMPORARY SEEDING RECOMMENDATIONS
SEASON
SPECIES
RATE
(LB/ACRE)
LATE WINTER - EARLY SPRING
RYE GRAIN
120
ANNUAL LESPEDEZA
50
(KOBE IN PIEDMONT &
COASTAL PLAIN,
KOREAN IN
MOUNTAINS)
SUMMER
GERMAN MILLET
40
FALL
RYE GRAIN
120
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER
IS NOT TO EXTEND BEYOND JUNE.
SEEDING DATES
MOUNTAINS --ABOVE 2500 FEET: FEB. 15 - MAY 15 BELOW 2500
FEET: FEB. 1- MAY 1PIEDMONT--JAN. 1 - MAY 1COASTAL PLAIN --DEC.
1 - APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000
LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH
ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE. TOPDRESS WITH 50 LB/ACRE OF NITROGEN IN
MARCH. IF IT IS NECESSARY TO EXTENT TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/ACRE KOBE (PIEDMONT AND
COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN LATE
FEBRUARY OR EARLY MARCH.
PERMANENT SEEDING SPECIFICATIONS
PLANTING
PLANTS & MIXTURE
RATE
PLANTING DATES
LBS/ACRE
TALL FESCUE (LOW
MAINTENANCE)
100-150
SEPT. 1 - APRIL 15
TALL FESCUE
WATERWAYS & LAWNS
200-250
SEPT. 1 -APRIL 16
(HIGH MAINTENANCE)
BLEND OF TWO TURF
TYPE TALL FESCUES (90%)
AND TWO OR MORE
IMPROVED KENTUCKY
200-250
SEPT. 1 - APRIL 17
BLUEGRASS VARIEITES
(10%) (HIGH
MAINTENANCE)
TALL FESCUE AND KOBE
100 AND 10
MAY 1- SEPT 1
OR KOREAN LESPEDEZA 1
TALL FESCUE AND
50 AND 15
SEPT 1-APRIL 15
SERICEA LESPEDEZA 1
TALL FESCUE AND
GERMAN MILLET OR
60 AND 30
SEPT 1- APRIL 16
SUDANGRASS 2
TALL FESCUE AND
RYEGRAIN 2
70 AND 25
SEPT 1 - APRIL 17
COMMON
25
APRIL 15 DUNE 30
BERMUDAGRASS
1. FOR SPRING SEEDINGS, USE SCARIFIED LESPEDEZA SEED.
FOR LATE FALL AND WINTER SEEDINGS, USE UNSCARIFIED
SEED.
2. ANNUALS SUCH AS MILLET, SUDANGRASS AND RYEGRAIN
MUST BE KEPT AT 10"-12" MAXIMUM HEIGHT.
PREPARATION
PREPARE SEEDBED BY RIPPING, CHISELING, HARROWING OR
PLOWING TO DEPTH OF SIX INCHES SO AS TO PRODUCE A
LOOSE, FRIABLE SURFACE. REMOVE ALL STONES, BOULDERS,
STUMPS OR DEBRIS FROM THE SURFACE WHICH WOULD
PROHIBIT GERMINATION OR PLANT GROWTH.
INCORPORATE INTO THE SOIL 800 TO 1,000 POUNDS OF
10-10-10 FERTILIZER PLUS 500 POUNDS OF TWENTY PERCENT
(20%) SUPERPHOSPHATE PER ACRE AND TWO TONS OF
DOLOMITIC LIME PER ACRE UNLESS SOIL TESTS INDICATE
THAT A LOWER RATE OF LIME BE USED.
MULCH AFTER SEEDING WITH 2.0 TONS OF GRAIN STRAW PER
ACRE AND EITHER CRIMP STRAW INTO SOIL OR TACK WITH
LIQUID ASPHALT AT 400 GALLONS PER ACRE OR EMULSIFIED
ASPHALT AT 300 GALLONS PER ACRE.
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DRAWN BY CP
CHECKED BY: RB
DATE: 04/14/2020
PROJECT NO.:06006.001
SCALE:
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