20180374 Ver 1_PLAN SET REVISED_SEALED SET_20180618

aC
6
NORTH
SHEETINDEX
DRAWING
NO. SHEET TITLE
EC000
COVER SHEET
EC100
GENERAL NOTES
EC101
GEOMORPHIC PARAMETERS
EC200
SITE PLAN
EC201
SITE PLAN - M1 & M2
EC202
SITE PLAN - UT1
EC203
EROSION CONTROL
EC204
WETLANDS SHEET
EC300
PROFILES - M1
EC301
PROFILES - M1 & M2
EC302
PROFILES - UT1
EC400
DETAILS
EC401
DETAILS
EC402
DETAILS
EC403
DETAILS
EC500
PLANTING PLAN
EC600
BUFFER ZONES
DURHAM COUNTY, NORTH CAROLINA
STREAM RESTORATION PLANS
MARBREY-JACKSON PROPERTY
NEUSE RIVER BASIN- 030202010304
JUNE 2018
STREAM RESTORATION PROJECT AREA
SCALE IN FEET
0 1000 2000
PRUECT AREA LEQ ND
STREAM TYPE LEGEND
PANTHER CREEEK
TRIBUTARIES TO
PANTHER CREEK
PROJECT STANDARDS
THE FOLLOWING STANDARDS AS THEY APPEAR IN THE
"NC EROSION CONTROL PLANNING AND DESIGN
MANUAL" AND ARE APPLICABLE TO THIS PROJECT AND BY REFERENCE
HEREBY ARE CONSIDERED PART OF THE PLANS.
g 6.06 TEMPORARY GRAVEL CONSTRUCTION ACCESS
6.60 TEMPORARY SEDIMENT TRAP
6.62 SILT FENCE
6.63 TEMPORARY ROCK DAM
1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED
s BY WITHERSRAVENEL, IN OCTOBER 2016.
^ 2. COORDINATE SYSTEM IS NAD 83 NORTH CAROLINA STATE PLANE
A
FEET.
3. AERIAL IMAGERY SHOWN ON ALL PLAN SHEETS ARE FROM: USGS
BING IMAGES 2017
N 36.037967' LOtJ1 t
W-78.798614' ¢
CN]I7118it
Rang Knoll
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VICINITY MAP
SCALE IN FEET
0 5000 10000
PROJECT RESTORATION LENGTHS
REACH EXISTING (LF) PROPOSED (LF)
M1 (PANTHER CREEK)
1,588
1,486
M2 (PANTHER CREEK)
1,524
1.192
UT1 (SD)
216
890
UT2 (SB)
132
200
UT3 (SA)
264
65
UT4 (SC)
247
58
UT5 (SE)
111
192
TOTAL
4,082
4,083
*EXISTING STREAM LENGTH NUMBERS MAY DIFFER FROM PJD REPORT
DUE TO DATA COLLECTED BY SURVEY GRADE EQUIPMENT DURING
GEOMORPHIC SURVEY *
*(XX) - LETTERS INSIDE PARENTHESES CORRESPOND TO DESIGNATIONS
IN ATTACHED PJD*
ENGINEER
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
250 OLD WILSON BRIDGE ROAD, SUITE 250
WORTHINGTON, OHIO 43085
PHONE: [phone]
CONTACT: JOSHUA WHITE
EMAIL: jwhite®cecinc.com
;T; MACKENAN- DRIVE
CARY, NC 27511
PHONE: [phone]
CONTACT: MARSHALL WIGHT, PLS
PREPARED FOR
PIEDMONT CONSERVATION
COUNCIL, INC.
721 FOSTER STREET
DURHAM, NC 27701
PHONE: [phone]
CONTACT: ELIZABETH ZANDER
DURHAM SOIL & WATER
CONSERVATION DISTRICT
721 FOSTER STREET
DURHAM, NC 27701
PHONE: [phone]
CONTACT: EDDIE CULBERSON
r ['ILL)N1()NI DURHAM
CO NSLRVAI11 t, SOIL & WATER
f i (ajl lNCII. INC -
01 1111AR1�,
SEAT.
38208
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CONSTRUCTION SEQUENCE
A CEC PROJECT MANAGER WILL PROVIDE CONSTRUCTION QUALITY ASSURANCE DURING THE
CONSTRUCTION PHASE OF THIS PROJECT. THE FOLLOWING CONSTRUCTION SEQUENCE
SHALL BE USED DURING IMPLEMENTATION OF THE PIAN.
1. PRIOR TO BEGINNING ANY LAND DISTURBING ACTIVITIES, NOTIFICATION AND APPROVAL
MUST BE GRANTED FROM US ARMY CORP OF ENGINEERS AND NCDWR DIVISION OF
WATER QUALITY.
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA 811 CENTER (1.800.632.4949)
AND LAND QUALITY (919.791.4200) BEFORE ANY EXCAVATION.
3. THE CONTRACTOR WILL MOBILIZE EQUIPMENT AND MATERIALS TO THE SITE BY
UTILIZING THE ACCESS ROAD OFF REDWOOD ROAD (SHOWN ON THE PLANS).
4. THE CONTRACTOR WILL UTILIZE THE ACCESS ROAD AND STREAM CROSSINGS AS
SHOWN ON THE PLANS. CONSTRUCTION TRAFFIC SHALL BE RESTRICTED TO THE AREA
DENOTED AS "LIMITS OF DISTURBANCE" ON THE CONSTRUCTION PLANS.
5. THE CONTRACTOR SHALL INSTALL TEMPORARY SILT FENCE AROUND THE STAGING
AREAS. THE CONTRACTOR WILL NOT PLACE EXCAVATED FILL INTO THE OLD CHANNEL
UNTIL THE NEW CHANNEL IS COMPLETE AND WATER HAS BEEN DIVERTED INTO THE
NEW CHANNEL.
6. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY STREAM CROSSINGS AS SHOWN ON
PLANS IN ACCORDANCE WITH THE NO EROSION AND SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL. DITCHES AND STREAM REACHES ON SITE WILL BE LEFT OPEN
DURING THE INITIAL STAGES OF CONSTRUCTION TO ALLOW FOR DRAINAGE AND TO
KEEP SITE ACCESSIBLE.
7. CONTRACTOR SHALL BEGIN CONSTRUCTION ON EACH STREAM REACH AND COMPLETE
THAT SPECIFIC STREAM REACH BEFORE MOVING TO THE NEXT REACH. THE NEW
CHANNEL SECTIONS SHALL BE LEFT OPEN ON THE DOWNSTREAM END TO ALLOW FOR
DRAINAGE DURING RAIN EVENTS. AT NO TIME WILL CLEARING AND GRUBBING
PROGRESS BEYOND THE SECTION OF CHANNEL THAT IS BEING CUT UNLESS WORKING
WITH MORE THAN ONE CREW (I.E. CANNOT REMOVE TREES ON BETWEEN STATIONS
14+22 TO 16+00 WHEN YOU ARE WORKING BETWEEN STATIONS 10+00 TO 14+00
ALONG THE MAIN STEM).
B. MAJORITY OF THE PROJECT IS OFFLINE CONSTRUCTION, CONTRACTOR WILL INSTALL
TYPICAL PUMP AROUND OPERATION WHEN SUFFICIENT FLOW IS PRESENT.
MAINSTFM OE H
9. ONCE STAGING AND TEMPORARY CROSSINGS ARE COMPLETE THE CONTRACTOR WILL
START WITH M1. M1 IS A PERENNIAL CHANNEL AND TYPICALLY MAINTAINS FLOW. IF
SUFFICIENT FLOW IS PRESENT, THEN A PUMP -AROUND IS NEEDED (SEE #22 AND
#23 FOR PUMP -AROUND INSTRUCTIONS).
10. ONCE THE SECTIONS OF M1 HAVE BEEN EXCAVATED TO DESIGN GRADES, INSTALL
IN -STREAM STRUCTURES, SEED AND MAT, AND READY THE CHANNEL TO ACCEPT
FLOW. ONE REACH SHOULD BE COMPLETE WITH ALL STRUCTURES, SEED, AND
MATTING BEFORE MOVING ONTO THE NEXT REACH.
11. THE CONTRACTOR WILL MOVE TO M2 WHEN M1 IS COMPLETE. M2 IS A PERENNIAL
CHANNEL AND TYPICALLY MAINTAINS FLOW. IF SUFFICIENT FLOW IS PRESENT, THEN A
PUMP -AROUND IS NEEDED (SEE #22 AND x{23 FOR PUMP -AROUND INSTRUCTIONS).
12. ONCE THE SECTIONS OF M2 HAVE BEEN EXCAVATED TO DESIGN GRADES, INSTALL
IN -STREAM STRUCTURES, SEED AND MAT, AND READY THE CHANNEL TO ACCEPT
FLOW, ONE REACH SHOULD BE COMPLETE WITH ALL STRUCTURES, SEED, AND
MATTING BEFORE MOVING ONTO THE NEXT REACH.
13. THE CONTRACTOR WILL MOVE TO UT1 WHEN M2 IS COMPLETE. LITT IS AN
INTERMITTENT CHANNEL AND ONLY MAINTAINS FLOW SEASONALLY. IF SUFFICIENT FLOW
IS PRESENT, THEN A PUMP -AROUND IS NEEDED (SEE #22 AND #23 FOR
PUMP -AROUND INSTRUCTIONS).
14. ONCE THE SECTIONS OF UT1 HAVE BEEN EXCAVATED TO DESIGN GRADES, INSTALL
IN -STREAM STRUCTURES, SEED AND MAT, AND READY THE CHANNEL TO ACCEPT
FLOW. ONE REACH SHOULD BE COMPLETE WITH ALL STRUCTURES, SEED, AND
MATTING BEFORE MOVING ONTO THE NEXT REACH.
15. IMMEDIATELY UPON COMPLETION OF BANK GRADING, THE SLOPE WILL BE RESEEDED,
MULCHED, AND MATTED WITH EROSION CONTROL FABRIC. THE CONTRACTOR SHALL
ONLY WORK IN AREAS THAT CAN BE SEEDED, MULCHED, AND MATTED WITHIN THE
SAME DAY.
16. THE SECTIONS ALONG M1 (10+00 TO 14+86), M2 (14+86 TO 36+85), AND UT1
(10+00 TO 19+19), ARE AREAS OF STRUCTURE INSTALLATION AND REQUIRE THE USE
OF A TEMPORARY PUMP -AROUND OPERATION WHEN SUFFICIENT FLOW IS PRESENT.
PUMP -AROUND OPERATIONS ARE TO BE USED IN ORDER TO DIVERT FLOW AROUND
THE STREAM SECTION BEING CONSTRUCTED TO THE EXISTING CHANNEL DOWNSTREAM.
THE CONTRACTOR SHALL INSTALL TEMPORARY ROCK DAMS AND PUMP -AROUND
OPERATIONS WHENEVER FLOW IS SUFFICIENT. THE PORTION OF THE CHANNEL
ISOLATED SHALL BE DEWATERED AND THE REMOVED WATER SHALL FLOW THROUGH A
SPECIAL STILLING BASIN. THE CONTRACTOR WILL NOT PLACE EXCAVATED FILL INTO
THE OLD CHANNEL UNTIL THE NEW CHANNEL IS COMPLETE AND WATER HAS BEEN
DIVERTED INTO THE NEW CHANNEL.
23. ONCE CONSTRUCTION IN A PUMP -AROUND AREA HAS BEEN COMPLETED, REMOVE ALL
PUMP -AROUND MATERIALS AND TURN THE WATER INTO THE NEW CHANNEL.
24. UPON COMPLETION OF THE NEW CHANNEL, ALL DISTURBED FLOODPLAIN AREAS
INCLUDING STAGING AREAS AND HAUL ROADS, SHALL BE SEEDED AND COVERED WITH
MULCH. TREES SHALL BE PLANTED IN ACCORDANCE WITH THE PLANTING PLAN.
PERMANENT SEEDING MIXTURES SHALL BE APPLIED AS SHOWN ON THE VEGETATION
PLAN. TEMPORARY SEEDING SHALL BE APPLIED IN ALL AREAS SUSCEPTIBLE TO
EROSION (I.E. DISTURBED DITCH BANKS, STEEP SLOPES, AND SPOIL AREAS) SUCH
THAT GROUND COVER IS ESTABLISHED WITHIN 21 WORKING DAYS FOLLOWING
COMPLETION OF ANY PHASE OF GRADING. PERMANENT GROUND COVER SHALL BE
ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR
DAYS (WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION.
25. ALL AREAS SHOULD BE SEEDED AND MULCHED BEFORE LEAVING THE PROJECT REACH.
REMOVE TEMPORARY STREAM CROSSINGS. ALL WASTE MATERIAL MUST BE REMOVED
FROM THE PROJECT REACH.
26. THE CONTRACTOR SHALL ENSURE THAT THE REACH IS FREE OF TRASH AND LEFTOVER
MATERIALS PRIOR TO MOBILIZATION OF EQUIPMENT FROM THE REACH.
SPECIAL NOTES FOR NATURAL STREAM DESIGN
A. AS -BUILT DRAWINGS - DURING CONSTRUCTION, THE CONTRACTOR AND THE
ENGINEER SHALL WORK TOGETHER TO MAINTAIN A SET OF PRINTS SHOWING ANY CHANGES
OR CORRECTIONS IN RED. THESE PRINTS SHALL BE SUBMITTED TO THE ENGINEER AT THE
COMPLETION OF THE WORK.
B. STREAM RESTORATION DEFINITIONS
1. BANKFULL ELEVATION - BANKFULL ELEVATION IS THE POINT OF INCIPIENT FLOODING
IN AN ALLUVIAL CHANNEL.
2. FLOODPLAIN SILL - A FLOODPLAIN SILL IS THE BURIED EXTENSION OF THE
STRUCTURE AND IS PERPENDICULAR TO THE FLOW DIRECTION OF THE BANKFULL
CHANNEL ACROSS THE BANKFULL BENCH OR FLOODPLAIN
3. FOOTER BOULDERS - FOOTER BOULDERS ARE PLACED TO PROVIDE A FOUNDATION
FOR THE SURFACE BOULDERS IN EACH HYDRAULIC STRUCTURE. THE LOWEST COURSE
OF FOOTER BOULDERS ARE BURIED IN THE CHANNEL TO A DEPTH BELOW THE
CALCULATED OR MEASURED SCOUR DEPTH. FOOTER BOULDERS SHALL BE DURABLE
LIMESTONE WITH DIMENSIONS SHOWN IN THE DETAILS. TYPICALLY, FOOTER BOULDERS
ARE BURIED IN THE CHANNEL BOTTOM AND NOT SEEN WHEN THE STRUCTURE IS
COMPLETED. ALL SURFACE BOULDERS FOR ALL STRUCTURES REQUIRE FOOTER
BOULDERS UNLESS BEDROCK IS ENCOUNTERED AT THE PROPOSED ELEVATION OF
FOOTER BOULDERS.
4. SURFACE BOULDERS - SURFACE BOULDERS ARE THE TOP -MOST COURSE OF
BOULDERS USED IN EACH CROSS -VANE OR OTHER ROCK STRUCTURE. ALL SURFACE
BOULDERS CAN BE SEEN PROTRUDING FROM THE WATER SURFACE DURING
EXTREMELY LOW FLOWS. SURFACE BOULDERS SHALL BE DURABLE LIMESTONE WITH
DIMENSIONS SHOWN IN THE DETAILS.
5. THALWEG - THE THALWEG IS THE LOWEST POINT OF THE BANKFULL CHANNEL
DESCRIBED BY THE STREAM PROFILE. THIS ELEVATION IS THE REFERENCE FOR ALL
ELEVATIONS ON OR ALONG THE CHANNEL AND HYDRAULIC STRUCTURES DESCRIBED IN
THIS SECTION AND IN THE PROJECT DRAWINGS.
6. VANE ANGLE - THE VANE ANGLE IS THE SMALLEST ANGLE MEASURED BETWEEN A
VANE AND A LINE TANGENT TO THE BANKFULL ELEVATION AT THE POINT WHERE THE
VANE INTERSECTS THE BANK. THE VANE ANGLE SHALL BE BETWEEN TWENTY PERCENT
(20%) AND THIRTY PERCENT (30%), OR AS SPECIFIED IN THE STREAM RESTORATION
DATA TABLE.
7. VANE LENGTH - THE VANE LENGTH IS THE DISTANCE BETWEEN THE UPSTREAM LIMIT
OF THE VANE ARM AT THE CHANNEL BED TO THE DOWNSTREAM INSERTION POINT OF
THE VANE ARM INTO THE STREAM BANK.
8. VANE SLOPE - THE VANE SLOPE IS THE SLOPE OF THE VANE ARM FROM THE
UPSTREAM LIMIT AT THE CHANNEL BED TO THE DOWNSTREAM INSERTION POINT OF
THE VANE ARM INTO THE STREAM BANK. THE VANE SLOPE SHALL BE BETWEEN
TWO PERCENT2% AND SEVEN PERCENT 7% OR AS SPECIFIED IN THE STREAM
RESTORATION DATA TABLE AND THE VANE ARMS SHALL TIE INTO THE BANKS AT HALF
TO THREE QUARTERS OF THE BANKFULL ELEVATION.
9. SUBSTRATE RESTORATION - SUBSTRATE RESTORATION IS DESIGNED TO REPLACE AND
RESTORE COARSE SUBSTRATE (GRAVEL, COBBLE, AND BOULDER) TO THE STREAM
CHANNEL IN CASES WHERE COARSE SUBSTRATES OR BEDROCK ARE ABSENT
FOLLOWING CHANNEL EXCAVATION. THE PURPOSE OF SUBSTRATE RESTORATION IS TO
PROVIDE NATURAL SUBSTRATE AND EROSION AND SCOUR PROTECTION IN THE
CHANNEL.
10. BASE FLOW - FOR THE PURPOSE OF THESE STREAM DESIGN SPECIFICATIONS, A
FLOW EQUAL TO ONE CUBIC FOOT PER SECOND PER SQUARE MILE OF DRAINAGE
AREA.
C. FLOODPLAIN AND CHANNEL CONSTRUCTION
1. THE CONTRACTOR SHALL STAKE OUT THE PROPOSED STREAM CENTERLINE AND
STRUCTURE LOCATIONS FOR APPROVAL BY THE ENGINEER BEFORE INITIATING
EXCAVATION. DEPENDING ON THE SITE CONDITIONS, SOME SHIFTING OF THE STREAM
CHANNEL AND VANE STRUCTURES MAY BE NECESSARY. ANY COST ASSOCIATED WITH
CHANGING CHANNEL ALIGNMENT AND STRUCTURE LOCATIONS SHALL BE CONSIDERED
INCIDENTAL TO CONSTRUCTION.
2. THE PROPOSED STREAM CHANNEL SHALL BE CONSTRUCTED BY FIRST EXCAVATING THE
FLOODPLAIN TO THE ELEVATIONS AND DIMENSIONS SPECIFIED ON THE STREAM
MITIGATION GRADING PLAN. THE PROPOSED STREAM CHANNEL SHALL THEN BE
EXCAVATED TO THE PROPER DEPTHS INDICATED ON THE PROFILE AND
CROSS-SECTIONS. THIS SHALL BE DONE AS UNCLASSIFIED EXCAVATION AND IS
TYPICALLY ACCOMPLISHED WITH A TRACK EXCAVATOR WITH HYDRAULIC THUMB. ANY
STOCKPILING OR DOUBLE -HANDLING OF MATERIALS NECESSARY TO BUILD THE
CHANNEL SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
D. FILTER FABRIC
1. NON -WOVEN FILTER FABRIC SHALL ONLY BE USED WHEN COVERING THE ROCK
SECTION OF A STRUCTURE. CONTRACTOR SHALL USE US FABRICS US205NW FABRIC
OR EQUIVALENT.
2. WOVEN FILTER FABRIC SHALL ONLY BE USED WHEN COVERING THE WOODY SECTION
OF A STRUCTURE. CONTRACTOR SHALL USE US FABRICS US315 FABRIC OR
EQUIVALENT.
•.. ALL DEFINITIONS MAY NOT BE USED ON THIS PROJECT
A I 3
GENERAL NOTES
WORK THIS PLAN SET WITH THE EROSION AND SEDIMENT CONTROL PLANS.
CONTRACTOR SHALL REVIEW ALL APPLICABLE PERMITS FOR THIS PROJECT AND ALL WORK
SHALL BE IN STRICT CONFORMANCE WITH THE CONDITIONS OF EACH PERMIT.
GOVERNING SPECIFICATIONS
THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL,
DATED MAY 2013, SHALL BE THE GOVERNING PROVISIONS FOR STORMWATER POLLUTION
PREVENTION ASSOCIATED WITH CONSTRUCTION ACTIVITIES.
BENCH MARKS
THE CONTRACTOR SHALL BE RESPONSIBLE FOR HOLDING BENCH MARK LOCATIONS
THROUGHOUT THE LIFE OF THE PROJECT. IN THE EVENT THAT A BENCH MARK IS
DISTURBED, THE CONTRACTOR, AS DIRECTED BY THE ENGINEER, WILL RELOCATE OR
REESTABLISH THE BENCH MARK. NO ADDITIONAL PAYMENT OR COMPENSATION WILL BE
MADE FOR THIS WORK.
ELEVATIONS
ALL ELEVATIONS SHOWN REFER TO THE NATIONAL GEODETIC VERTICAL DATUM OF 1988
(NGVD 88)
COORDINATES
THE PROJECT DATUM ON THESE PLANS ARE BASED UPON THE SOUTH ZONE OF THE
NORTH CAROLINA STATE PLANE SYSTEM. THE HORIZONTAL DATUM IS BASED ON THE
NORTH AMERICAN DATUM OF 1983 (NAD 83). GRID FACTORS ARE NOT REQUIRED WHEN
MAKING FIELD MEASUREMENTS.
VERIFICATIONS OF DIMENSIONS
THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF ALL PLAN AND ELEVATION
DIMENSIONS PRIOR TO ORDERING MATERIALS FOR THE CONSTRUCTION OF THE VARIOUS
BID ITEMS IN THIS CONTRACT.
WASTE MATERIAL
ALL MATERIAL EXCAVATED AND NOT REUSED IN THE CONSTRUCTION OF THIS PROJECT
SHALL BE REMOVED FROM THE PROJECT AND DISPOSED OF BY THE CONTRACTOR.
FILTER FABRIC
FILTER FABRIC SHALL BE PLACED BELOW ALL DUMP ROCK GUTTERS AND SCOUR BASINS
AND AT ALL LOCATIONS INDICATED ON THE TYPICALS.
UTILITIES
THE CONTRACTOR IS RESPONSIBLE FOR THE INVESTIGATION, LOCATION, SUPPORT,
PROTECTION, AND RESTORATION OF ALL EXISTING UTILITIES AND APPURTENANCES WHETHER
SHOWN ON THESE PLANS OR NOT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
ASCERTAIN THE STATUS AND LOCATION OF EACH UTILITY WHEN PERFORMING WORK WHICH
MAY AFFECT THESE FACILITIES, INCLUDING PROBING, EXCAVATION, OR ANY OTHER
PRECAUTION REQUIRED TO CONFIRM LOCATION. THE CONTRACTOR SHALL EXPOSE ALL
UTILITIES OR STRUCTURES PRIOR TO CONSTRUCTION TO VERIFY THE VERTICAL AND
HORIZONTAL EFFECT ON PROPOSED CONSTRUCTION. THE CONTRACTOR SHALL GALL, TOLL
FREE, NORTH CAROLINA 811 (1-800-632-4949) TWO DAYS PRIOR TO CONSTRUCTION
AND SHALL NOTIFY ALL UTILITY COMPANIES AT LEAST 48 HOURS PRIOR TO WORK IN THE
VICINITY OF THEIR UNDERGROUND LINES. THE CONTRACTOR WILL BE RESPONSIBLE FOR
ANY DAMAGE OR DISRUPTION TO UTILITY LINES WHICH ARE KNOWN ACTIVE AND ARE TO
REMAIN IN OPERATION.
EROSION AND SEDIMENT CONTROL
DETAILS NOT SHOWN IN THE PLANS SHALL BE IN ACCORDANCE WITH THE NORTH
CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, DATED MAY
2013. IN THE EVENT THAT THE TEMPORARY EROSION AND POLLUTION CONTROL MEASURES
ARE ORDERED BY THE ENGINEER DUE TO THE CONTRACTOR'S NEGLIGENCE,
CARELESSNESS, OR FAILURE TO INSTALL PERMANENT CONTROLS AS PART OF THE WORK
AS SCHEDULED. SUCH WORK SHALL BE PERFORMED BY THE CONTRACTOR AT HIS OWN
EXPENSE.
THE FIRST ORDER OF WORK FOR THE CONTRACTOR IS TO INSTALL SEDIMENT CONTROL
STRUCTURES, SILT FENCE, ETC. TO ESTABLISH EROSION CONTROL AT THE EARLIEST
POSSIBLE DATE. INITIAL CLEARING AND GRUBBING IS TO ONLY BE WHAT IS NECESSARY
IN ORDER TO ACCOMPLISH THESE OPERATIONS.
IN ADDITION, THE CONTRACTOR IS TO NAME AN INDIVIDUAL TO REVIEW THE EROSION
CONTROL FEATURES AT A MINIMUM OF ONCE A WEEK DURING PERIODS OF HEAVY
PRECIPITATION AND/OR ACTIVE CONSTRUCTION TO ASSESS THE SUCCESS OF THE EROSION
CONTROL STRUCTURES, REVEGETATION EFFORTS, AND SEE THAT REPLACEMENT, CLEANING,
AND/OR INSTALLATION OF ADDITIONAL FEATURES IF NECESSARY ARE CARRIED OUT.
MAINTENANCE SHALL BE IN ACCORDANCE WITH THE NORTH CAROLINA EROSION AND
SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, DATED MAY 2013.
FEDERAL STATE_ AND LOCAL LAWS AND SAFETY REGULATIONS
THE CONTRACTOR AND ANY SUB -CONTRACTORS SHALL CONFORM TO APPLICABLE OSHA
SAFETY REGULATIONS. THE CONTRACTOR AND ANY SUB -CONTRACTORS SHALL BE SOLELY
RESPONSIBLE FOR COMPLYING WITH ALL FEDERAL, STATE, AND LOCAL SAFETY
REQUIREMENTS TOGETHER WITH EXERCISING PRECAUTIONS AT ALL TIMES FOR THE
PROTECTION OF PERSONS INCLUDING EMPLOYEES AND PROPERTY. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR AND SUB -CONTRACTOR TO INITIATE, MAINTAIN, AND
SUPERVISE ALL SAFETY REQUIREMENTS, PRECAUTIONS, AND PROGRAMS IN CONNECTION
WITH THE WORK.
CLEARING & GRUBBING LIMITS
CLEARING LIMITS SHALL BE EXTENDED TO A MAXIMUM LIMIT NECESSARY FOR
CONSTRUCTION MATERIALS AND SHALL NOT EXTEND BEYOND CONSTRUCTION BOUNDARIES
WHERE EARTHWORK ACTIVITIES ARE TO BE PERFORMED. GRUBBING SHALL ONLY TAKE
PLACE WITHIN THE AREA AS NECESSARY. ALL COSTS ASSOCIATED WITH CLEARING &
GRUBBING SHALL BE CONSIDERED INCIDENTAL TO BID ITEM CLEARING AND GRUBBING.
ADDITIONAL NOTES
1. THE CONTRACTOR IS REQUIRED TO INSTALL INSTREAM STRUCTURES USING A TRACK
HOE WITH A HYDRAULIC THUMB OF SUFFICIENT SIZE TO PLACE (3' X 2' X 1')
BOULDERS, LOGS, AND ROOTWADS.
2. WORK IS BEING PERFORMED AS AN ENVIRONMENTAL RESTORATION PLAN. THE
CONTRACTOR SHOULD MAKE ALL REASONABLE EFFORTS TO REDUCE SEDIMENT LOSS
AND MINIMIZE DISTURBANCE OF THE SITE WHILE PERFORMING THE CONSTRUCTION
WORK.
3. CONSTRUCTION IS SCHEDULED TO BEGIN SUMMER 2018.
4. CONTRACTOR SHOULD CALL NORTH CAROLINA 811 BEFORE EXCAVATION STARTS.
(1-800-632-4949)
5. CONTRACTOR IS RESPONSIBLE FOR RESTORATION OF ACCESS AREA AND LIABLE FOR
DAMAGES TO EXISTING UTILITIES IN ACCESS AREA.
6. CONTRACTOR WILL INSPECT THE DEPTH OF THE UTILITIES AND IS RESPONSIBLE FOR
MAKING SURE THE LINES ARE PROTECTED DURING CONSTRUCTION.
7. CONTRACTOR IS RESPONSIBLE FOR INSTALLING SAFETY / WARNING SIGN ADJACENT TO
ALL CONSTRUCTION ENTRANCES.
STRUCTURES LEGEND
MAPF SYMBOL STRUCTURE NAME
11Ri TOE WOOD W/BRUSH LAYERING
ROCK CONSTRUCTED RIFFLE
PERMITTING PURPOSES
NOT FOR CONSTRUCTION
O
G
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OC
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LOG VANE, ROCK J -HOOK AND ROOT
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1
ROCK J -HOOK
1
BOULDER CASCADE
ROOT WAD
PERMITTING PURPOSES
NOT FOR CONSTRUCTION
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Panther Creek 8 Unnamed Tributary M1 Panther Creek M2 Panther Creek UT1 To Panther Creek Reference Stream/Past projects
Parameter
Existing Stream
Min Median Max
Design Stream
Min Median Max
Existing Stream
Min Median Max
Design Stream
Min Median Max
Existing Stream
Min Median Max
Design Stream
Min Median
Max
Min
Median Max
Min Median
Max
H
Flow regime
Perennial
Perennial
Perennial
Perennial
Intermittant
Intermittant
0
O
W
0
Mitigation action Restoration Restoration Restoration Restoration Enhancement Enhancement
Stream type (Rosgen)
C5b
C4
C5b
C4
C5b
Cob
C4
64
12
Z
O
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A
Drainage area, DA (sq mi) 3.52 3.52 4.01 4.01 0.07 0.07
Mean riffle depth, dbkr (ft)
2.4
1.9
2.2
2.0
0.8
0.5
S
W
x
Riffle width, Wbkr (ft)
19.1
23.2
22.8
24.5
4.2
6.5
r
a
Width -to -depth ratio, [Wbkf/dbkl] 8.1 12.0 10.4 12.0 5.1 120 8.0 12.0 8.0 12.0
Riffle cross-section area, Abkf (sq f t)
45.0
45.0
49.9
50.0
3.5
3.5
a
Max riffle depth, dmbkr (ft)
3.5
2 5
3.6
27
1.9
0.6
0
0
Max riffle depth ratio, [dmbkf/dbkf]
1.5
1.3
1.6
1 3
22
1.2
1.2
1.4
1.2
1.4
Mean pool depth, dnkrp (ft)
3.5
3.4
3.2
3.6
0.9
1.1
A a
Mean pool depth ratio, [dbkfp/dbkl] 1.5 1.8 1.4 1.6 1.0 2.0 1-5 2.0 1.5 2.0
Pool width, Wbkrp (ft)
24.0
34.9
29.7
36.7
4.5
9.7
k~
dJ =
O
0
Pool width ratio, [Wbkfp�bkF] 1-3 1.5 1.3 1.5 1.1 1.5 1.3 1.7 1.3 1 7
Pool cross-section area, Abkrp (sq ft)
84.1
90.0
94.5
100.0
3.9
7.0
F
e
C
0
■ i� m' ��
Pool area ratio, [AbkfyAbkfl 1.9 2,0 1.9 2.0 1.1 2.0 1 5 25 1.5 2.5
Max pool depth, dmbkrp (ft) 5-3 5-8 7.1 6.1 1.9 1.6
Max pool depth ratio, [dmbklp/dbkf] 2.3 3.0 3.2 3.0 2.3 3.0 2.0 3.5 2.0 3.5
Low bank height, LBH (ft)
6.4
2.5
6.5
2,7
2.4
0.6
19
19
F 0t e
59„
Low bank height ratio, [LBH/dmbkr] 1.8 1.0 1 8 1.0 1.3 1.0 1.0 1.1 1 0 1.1
Width flood -prone area, Wrpa (ft) 39 57 86 33 42 51 27 57 112 34 44 54 12 53 75 9 12 14
Entrenchment ratio, ER [Wrpa/Wnkr]
2,0
3.0
4,5
1.4
1.8
2.2
1,2
2.5
4.9
1.4
1.8
22
2.9
126
17.8
1.4
1.8
2 2
2.2
6 0
1.4
2.2
�
q m
W `o
Meander length, Lm (ft)
173
311
449
162.7
104.6
278.9
159
314
468
171.5
110.2
293.9
44.8
68.6
92.3
13.0
29.2
45.4
�y N
W
Meander length ratio [Lm
9.1
16.3
23.5
7-0
4.5
12.0
7.0
13.8
20.5
7.0
4.5
12.0
10.6
16.2
21.8
20
4.5
7.0
7.0
12.0
2.0
7.0
c
Radius of curvature, Rc (ft)
14.6
38.0
61.5
58.1
87.1
116.2
16.3
43.2
70.0
61.2
91.9
122-5
11.0
17.5
24.0
16 2
24.3
324
s O
•+ o
N
Radius of curvature ratio [Rc/Wbkr] 0.8 2.0 3.2 2.5 3.8 5.0 0.7 1.9 3.1 2.5 3 8 5.0 2.6 4.1 5-7 25 3.8 5.0 2.5 5.0 2.5 5.0
Belt width, WWI (ft) 143.4 267.0 390-5 81-3 133.6 185.9 288-9 344-7 400.6 85.7 140.8 196-0 6.9 18.4 29.9 13.0 324 51.8
H
Meander width ratio [WbirlWbkr]
7.5
14.0
20.4
3.5
5.8
8.0
12.7
15.1
17.6
3.5
5.8
8.0
1.6
4.3
7.1
2.0
5.0
8.0
3-5
8-0
2.0
5.0
W Q
Pool length, Lp (ft)
18.8
98.2
177.6
46.5
69.7
93.0
24.6
101.1
177.6
49.0
73.5
98.0
7.0
11.5
16.0
13.0
19.4
25.9
o
oy
W
Q Y
aQOU
J V
g H
QZw�
O J
a
Q H
O Z
W c
O
H
N
Pool length ratio [LplWbkrl 1.0 5.1 9.3 2.0 3.0 4 0 1.1 4.4 7.8 2.0 3 0 4.0 1.7 2.7 3.8 2.0 3.0 4.0 2.0 4.0 1 0 3.0
Pool -to -pool spacing, p -p (ft) 45.5 129.8 214.1 93.0 127.8 162.7 54-8 130.1 205.3 98.0 134.7 171.5 36.0 54.0 72.0 25.9 35.6 45.4
Pool -to -pool spacing ratio, [p-p/Wbkrl 2.4 6.8 11.2 4.0 5.5 7.0 2.4 5.7 9.0 4.0 5.5 7.0 8.5 12.8 17.0 4.0 5.5 7,0 4 0 7.0 1 5 5.0
Riffle length, LM (ft) 26.7 74.8 122 8 46.5 69.7 93.0 30.2 80 3 130.4 49.0 73.5 98.0 14.2 34.8 55.4 13.0 19.4 25.9
Riffle length ratio, [L,;r/Wbkr] 1.4 3.9 6.4 2.0 3.0 4.0 1-3 3.5 5.7 2.0 3.0 4.0 3.4 8.2 13-1 2-0 3.0 4.0 20 4.0 1.0 3.0
Valley length, VL (ft) 1235 1235 1033 1033 203 838
Stream length, SL (ft) 1588 1480 1524 1240 216 975
Valley Elevation Change, VE (ft) 5.1 5.1 2-5 2.5 23 0.9
Stream Elevation Change, SE (ft) 4.3 4.3 2.3 23 4.8 4.1
Valley slope, VS (ft/ft) 0.0041 0.0041 0.0024 0.0024 0.0111 0.0011
Average water surface slope, S (ft/ft) 0.0027 0.0029 0.0015 0.0019 0.0221 0.0042
h
a
p6
o
CV c ccco
c
Sinuosity, k = SLIVL (ft/ft) 1 29 1 20 1.48 1.20 1.06 1.16 1.00 1.20 1-00 1.20
N
w
W
rL
z
a <
w
U Q
W
�
a
Riffle slope, S,;r (ft/ft) 0.002 0.007 0.013 0 004 0.005 0.006 0.002 0.007 0.011 0.003 0.003 0.004 0.014 0.025 0.036 0.006 0.007 0.008
Riffle slope ratio, [S,;r/S] 0.7 2.7 4.7 1.5 1.8 2.0 1.3 4.4 7.6 1.5 1.8 2-0 0.6 1.1 1.6 1.5 1.8 2.0 1.0 2.0 1.0 2.5
Pool slope, Sp (ft/fit) 0.000 0.001 0.007 0.000 0.001 0.001 0.000 0.001 0.002 0.000 0-000 0.001 0.000 0-001 0.005 0.000 0-001 0.002
Pool slope ratio, [Sn/S] 0.0 0.4 2.4 0.0 0.3 0.5 0.0 0.7 1.3 0.0 0.3 0-5 0.0 0.0 0.2 0.0 0.3 0.5 0.0 0.5 0.0 0.4
Bankfull discharge, Qbkf (Cfs) 198 127 216 233 20 5
Bankfull mean velocity, ubkr = O/A (ft/s)
4.4
4.4
4.4
2.6
2.8
2.8
4.3
4.3
4.3
4.7
4.7
4-7
5-7
5.7
5.7
1.4
1.4
1.4
2.0
6.0
3.0
10.0
-
s
` g fI
�y��� !'It,r
V
a
�
0
W
(7
m z
R
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o
m
0
o
a
Bankfull wetted perimeter, WP (ft) 23.8 27.1 27.2 28.6 5.9 7-6
Bankfull hydraulic radius, R (ft) 1.9 1.7 1.8 1.7 0.6 0.5
Mannings bankfull discharge, Qbkf (Cf5) 198 127 216 233 20 5
Mannings bkf velocity, ubkr = O/A (ftls) 4.4 2.8 4.3 4.7 0.4 1.4
Bankfull stream power, w (Ib/ft/s) 1.4 0.8 0.7 0.9 0.1 0.2
Bankfull shear stress, t (Ib/ftZ) 0.32 0.30 0.17 0.20 0.82 0.12
A
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FOR PERMITTING PURPOSES
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24
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13
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54
210
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SEABOARD AIRLINE RAILWAY
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BEGIN CONSTRUCTION -
M1
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OQUINN WILLIAM V , OQUINN WILLIAM V ' OQUINN WILLIAM V
OQUINN CAROLYN A OQUINN CAROLYN A OQUINN "" LYN A
0853-04-63-9646 0853-04-74-5088 0853-04-74-7241 `
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M1
STA - 10+00 I
ELEV - 26523 ,
th. Ra
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
EkRSw
BRANDON DAVID G
0853-04-94-1771
IX/S77NO
1
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VEERAINDAR JEAN C
0853-02-96-3120
NORTH
rR&W`} 1
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_ 'STA . ELEV . ,'lii,T.06 • \ STA - 18+90
I ELEV . 259.42
• , D057MV SMFAM t IlePROPOSED UMITS :
OF DISTURBANCE
BEGIN CONSTRUCTION —
_ J UTI
STA _ 10+00 -�
ELEV - 26a3
MARBREY JASON K I
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.7, PROPOSED BANKFULL2.86' Wbkf = BANKFULL WIDTH
- PROPOSED STREAM CHANNEL 1 Dmax=MAXIMUM BANKFULL DEPTH 'xl
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EXISTING INDEX CONTOUR
z7u EXISTING INTERMEDIATE CONTOUR - _::
TYPICAL RIFFLE SECTION
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NOTES staPE woofs wIDTn vWNEB WIDTH VAM SLCWE W f9F8
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ROOTWADS, PER DIRECTION OF ENGINEER. ��® C� E Dbkf =MEAN BANKFULL DEPTH
3. CONTRACTOR WILL REMOVE ANY INVASIVE OR C
EXOTIC SPECIES WITHIN THE PROJECT AREA.
a33'
LAND QUALITY NOTES � � •>m'
�� ® TYPICAL RIFFLE SECTION
I. ALL IN -STREAM WORK WILL HAVE A � ° � , � TYPICAL STREAM SECTIONS M2
PUMP -AROUND SET UP BEFORE ANY WORK ' e
BEGINS AND MUST PUMP 24 HOURS A DAY + o a ��j•('��e. N.T.S.
UNTIL THE WORK IN THAT SECTION IS 100X, '� °��tt• V V • 4 _ SUFFER _
COMPLETE AND STABILIZED WITH SEED, MULCH, �, • SWPE VARO MOI VAF= WIDTH ORES MGM V90M
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L;O.
OR NEW, WILL REQUIRE THE WOOD MAT WW �`i!= W - 6.46' Abkf = BANKFULL AREA
B TEMPORARY CROSSING, IF THAT SECTION OF ® - Sd t 1.62' Wbkf = BANKFULL WIDTH
STREAM IS ACTIVELY FLOWING. \
\ mI. N$ Dmax=MAXIMUM BANKFULL DEPTH lug3. DO NOT CLEAR AND GRUB MORE THAN 300 FEET �� QA•A� �'3
AOF LL THE OFF-LINE
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MPLWORK ETEO IN THAT TIME
, Dbkf =MEAN BANKFULL DEPTH
SECTION BEFORE CLEARING THE NEXT 300 FEET.
4. DO NOT CLEAR MORE IN THE LIVE STREAM WORK �p,6S•
AREA, BANKS INCLUDED, THAN CAN BE FINISHED
AND STABILIZED BY THE END OF THE DAY. TYPICAL RIFFLE SECTION TYPICAL STREAM SECTIONS UT1
5. THE OLD CHANNEL CANNOT BE BACKFILLED UNTIL N.T.S.
THE NEW CHANNEL FOR THAT SECTION HAS BEEN
COMPLETED AND STABILIZED.
REFERENCE
1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED BY
WITHERSRAVENEL, IN OCTOBER 2016.
2. COORDINATE SYSTEM IS NAD 83 NORTH CAROLINA STATE PLANE
FEET.
3. AERIAL IMAGERY SHOWN ON ALL PLAN SHEETS ARE FROM: USGS
BING IMAGES 2017
0
0
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WIDTH VARIES
A OP£ VAroCS
END CONSTRUCTION
M2
STA - 36+78
ELEV - 257 81
RAMIREZ MARTIN
RAMIREZ CLAUDIA
0863-03-03-9368
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-AMR--WWW . $
4.86
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JAMES E STOVALL IRA
0853-04-71-5646
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BRANDON DAVID G
0853-04-94-1771
IX/S77NO
1
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VEERAINDAR JEAN C
0853-02-96-3120
NORTH
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_ 'STA . ELEV . ,'lii,T.06 • \ STA - 18+90
I ELEV . 259.42
• , D057MV SMFAM t IlePROPOSED UMITS :
OF DISTURBANCE
BEGIN CONSTRUCTION —
_ J UTI
STA _ 10+00 -�
ELEV - 26a3
MARBREY JASON K I
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- - EXISTING PROPERTY LINE - $L a•
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y�
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- PROPOSED STREAM CHANNEL 1 Dmax=MAXIMUM BANKFULL DEPTH 'xl
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EXISTING INDEX CONTOUR
z7u EXISTING INTERMEDIATE CONTOUR - _::
TYPICAL RIFFLE SECTION
*LIMITS OF DISTURBANCE = 18.85 ACRES' TYPICAL STREAM SECTIONS M1
BUFFER. N.T.S.
NOTES staPE woofs wIDTn vWNEB WIDTH VAM SLCWE W f9F8
OI. _, 800i 6i.
1. ANY HARDWOOD TREES GREATER THAN 12"
C MUST BE INCORPORATED WITHIN THE STREAM?RktI- ` 21�. Abkf = BANKFULL AREA
PROJECT, PER DIRECTION OF ENGINEER. er' 2.Bt' Wbkf = BANKFULL WIDTH
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ROOTWADS, PER DIRECTION OF ENGINEER. ��® C� E Dbkf =MEAN BANKFULL DEPTH
3. CONTRACTOR WILL REMOVE ANY INVASIVE OR C
EXOTIC SPECIES WITHIN THE PROJECT AREA.
a33'
LAND QUALITY NOTES � � •>m'
�� ® TYPICAL RIFFLE SECTION
I. ALL IN -STREAM WORK WILL HAVE A � ° � , � TYPICAL STREAM SECTIONS M2
PUMP -AROUND SET UP BEFORE ANY WORK ' e
BEGINS AND MUST PUMP 24 HOURS A DAY + o a ��j•('��e. N.T.S.
UNTIL THE WORK IN THAT SECTION IS 100X, '� °��tt• V V • 4 _ SUFFER _
COMPLETE AND STABILIZED WITH SEED, MULCH, �, • SWPE VARO MOI VAF= WIDTH ORES MGM V90M
AND MATTING. lDc__,_� 2bll _._ 2S%_- Or. 2. ALL STREAMS THAT MUST BE CROSSED, EXISTING ►P og�•`+
L;O.
OR NEW, WILL REQUIRE THE WOOD MAT WW �`i!= W - 6.46' Abkf = BANKFULL AREA
B TEMPORARY CROSSING, IF THAT SECTION OF ® - Sd t 1.62' Wbkf = BANKFULL WIDTH
STREAM IS ACTIVELY FLOWING. \
\ mI. N$ Dmax=MAXIMUM BANKFULL DEPTH lug3. DO NOT CLEAR AND GRUB MORE THAN 300 FEET �� QA•A� �'3
AOF LL THE OFF-LINE
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MPLWORK ETEO IN THAT TIME
, Dbkf =MEAN BANKFULL DEPTH
SECTION BEFORE CLEARING THE NEXT 300 FEET.
4. DO NOT CLEAR MORE IN THE LIVE STREAM WORK �p,6S•
AREA, BANKS INCLUDED, THAN CAN BE FINISHED
AND STABILIZED BY THE END OF THE DAY. TYPICAL RIFFLE SECTION TYPICAL STREAM SECTIONS UT1
5. THE OLD CHANNEL CANNOT BE BACKFILLED UNTIL N.T.S.
THE NEW CHANNEL FOR THAT SECTION HAS BEEN
COMPLETED AND STABILIZED.
REFERENCE
1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED BY
WITHERSRAVENEL, IN OCTOBER 2016.
2. COORDINATE SYSTEM IS NAD 83 NORTH CAROLINA STATE PLANE
FEET.
3. AERIAL IMAGERY SHOWN ON ALL PLAN SHEETS ARE FROM: USGS
BING IMAGES 2017
0
0
i
,1
49IM7 A7 PROPfRm BOtAWW"
I
;ID TOi.
WIDTH VARIES
A OP£ VAroCS
END CONSTRUCTION
M2
STA - 36+78
ELEV - 257 81
RAMIREZ MARTIN
RAMIREZ CLAUDIA
0863-03-03-9368
-
-AMR--WWW . $
4.86
xl TI
I sLOPc vxArfs
- v.7 iD �x..cnDugQ;
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DUT7ER
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0.7
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TT.OPE WARES I 1 SLOPE VARIES
.:.r.._.. 1 LIP E%. W1011NQ
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FOR PERMITTING PURPOSES
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LEGEND
---- EXISTING PROPERTY LINE
APPROXIMATE LIMIT OF DISTURBANCE
Do 0145 PROPOSED RELOCATED STREAM CENTERLINE
PROPOSED BANKFULL
- PROPOSED STREAM CHANNEL
265 PROPOSED INDEX CONTOUR
PROPOSED INTERMEDIATE CONTOUR
EXISTING INDEX CONTOUR
EXISTING INTERMEDIATE CONTOUR
-- - PROPOSED CHANNEL CONNECTION
PROPOSED VERNAL POOL
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STA - 38+78
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\ \ 0553-04-84-1359
OQUINN WILLIAM V
OQUINN, WILLIAM V \
\ OQUINN CAROLYN
–74-72 A
OQUINN CAROLYN A 0653-04-74-7241
OQUINN WILLIAM V \ 0853-04-74-5086
OQUINN CAROLYN A ~
0RE EXISTING uta
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INTO PROPOSED CHANNEL
(NO RESTORATION TO OCCUR)
BEGIN CONSTRUCTION -, J
M1 !!J/
STA = 10+00
ELEV
^265.23_ \ '
AMTIE EXISTING
F INTO PROPOSED
CHANNEL
(NO RESTORARON TO OCCUR) _
PROPOSED TEMPORARY -
/STREAM CROSSING
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
LAND QUALITY E&S GROUND COVER STABILIZATION
PROPOSED BANKFULL-"~I
STREAM CHANNEL M1
10
_'7 rli
.� ,-PROPOSED TEMPORARY
- SILT FENCE
- IEXFSIIAG S777EAM
PROPOSED STAGING• I
AND STOCKPILE AREA
a EXIS77NG PROPERLY BOUNCARY I
I
I
r I
EXIS77NG ACCESS R04D I
a
70 BE U77LIZED I
I
NI
MARBREY JASON K I
0853-03-92-5108 '
♦� 1
1
■ I
' 1
I
■ 1
} NEW STABILIZATION TIMEFRAMES
Site Area Description
Stabilization
Tlmelrame Exceptions
OPerimeter dikes, swales, ditches and slopes
7 days
None
C$I High Quality Water (HOW) Zones
7 days
None
Slopes steeper than 3:1
7 days
II slopes are 10' or less in length and are not
steeper than 2:1, 14 days are allowed
p Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length -
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HOWZones-
GROUNDCOVERSHALL BE IN ACCORDANCE WITH NPDES CONSTRUCTION
S�O��WA�ft G7NE�L PERMIT AND PERMANENT GROUNDCOVER FOR
ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS
(WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT.
SEABOARD AIRLINE RAILWAY
- TIE EXISTING UT2
INTO PROPOSED CHANNEL
(NO RESTORATION TO OCCUR)
� PROPOSED TEMPORARY
STREAM CROSSING
TRANSITION FROM
M1 TO M2
STA - 24+86
ELEV - 262.06
EXIS77NG SIREW'
M2
7N
PROPOSED LIMITS '
OF DISTURBANCE f{,"
J ''1
BEGIN CONSTRUCTION
UTI
STA - 10+00
ELEV - 266.3
PROPOSED TEMPORARY
STREAM CROSSING
1=P.CP1 AKI
JUHLG m rcu
0 r� 50 100
NOTIFICATION OF LAND RESOURCES SEDIMENT &
EROSION CONTROL SELF -INSPECTION PROGRAM
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN
2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR
LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH
PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED
EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED.
RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS
TAKE EFFECT OCTOBER 1, 2010. THE SELF -INSPECTION PROGRAM
IS SEPARATE FROM THE WEEKLY SELF-MONITORING PROGRAM OF
THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES.
THE FOCUS OF THE SELF -INSPECTION REPORT IS THE INSTALLATION
AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL
MEASURES ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS
SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT,
AND CONTINUED UNTIL PERMANENT GROUND COVER IS
ESTABLISHED. THE SELF -INSPECTION REPORT FORM WILL ALSO BE
AVAILABLE AS AN EXCEL SPREADSHEET FROM THE LAND QUALITY
WEB SITE, HTTP://PORTAL.NCDENR.ORG/WEB/LR/EROSION. IF YOU
HAVE QUESTIONS, PLEASE CONTACT THE LAND QUALITY SECTION AT
A DEQ REGIONAL OFFICE AT 919.791.4200.
BRANDON DAVID G
0853-04-94-1771
— lS
PROPOSED TEMPORARY
STREAM CROSSING
VEERAINDAR GOLI
\ VEERAINDAR JEAN C
\ 0853-02-96-3120
NORTH
- TIE EXISANG UCS
INTO PROPOSED CHANNEL
(NO RESTORATION TO OCCUR)
PROPOSED BANKFULL -1
STREAM CHANNEL M2
PROPOSE. STAGING
AND STOCKPILE AREA �-
�� y5 END CONSTRUCTION • ,'
�+ � • "-^ .. - '.-� STA . 09+19 J
,.•� �. -ElEV . 258.7 . 1
PROPOSED ROCK DAM
'-PROPOWD TEMPORARYW PENCE
/
EXISTING STREAM
Url
JACKSON BETTY JAMES
0863-03-03-1220
PROPOSED BANKFULL r
SFRFAM CHAHNEL UTI
r
/ r
EXISRNG PI IOPEIM BOUNDARY -I' I
r
I
r
I
1
r
■L1MfM OF DISTURBANCE = 18.85 ACRES -
SEDIMENT & EROSION CONTROL LEGEND
SF – SILT FENCE
— • — • — • — – APPROXIMATE LIMIT OF DISTURBANCE
-- – EXISTING PROPERTY LINE
114 – TEMPORARY CONSTRUCTION ENTRANCE
IIS – ROCK DAM
w– TEMPORARY STREAM CROSSING
��0 – DITCH PLUG
MOM – PROPOSED HAUL ROAD
MOM – EXISTING ACCESS ROAD
- END CONSTRUCTION
M2
STA - 36+78
ELEV - 257 61
RAMIREZ MARTIN
RAMIREZ CLAUDIA
0863-03-03-9368
a SEAL
` 39206
rr O
ow
UA
Irrrll\t
FOR PERMITTING PURPOSES
NOT FOR CONSTRUCTION
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OOUINN WILLIAM V , OO&NN WILLIAM V 00U1NN WILLIAM V VEAZEY LENORE M BRANDON DAVID G \ VEERAINDAR GOLI
OQUINN CAROLYN A OQUINN CAROLYN A OOUIIN CAROLYN A 0853-04-84-1359 0853-04-94-1771 VEERAINDAR JEAN C
0853-04-63-9646 0853-04-74--5088 0853-04-74-7241 0853-02-96-3120
� NORTH
—~+ SEABOARD AIRLINE RAILWAY
Ur4
EXIS77NC STREAM av9R19 5,a. , y EXIS77NO STREAMam
pRDPascD srREnu urr
PROPOSED $IREAM p 1172
�q 't PROPOSED S1'pFjW --
EWS77NC NO''JZ4W ~ UT3
ro eE aaa�CrC� _
BEGIN CON$[RyCTIW7Ml
STA -10+00 1 N -w6,.
265.23
'`• ,,. �' • -.4.. ExrsrAw• snvow '
rz p
ExrS7u,G srR&eM
- - MI r ^ PROPOSED BANKFULLM2
z 4r "' STREAM CHANNEL M2 1 TO U2 END CONSTRUCTION
SIKEAU C BWEL Ml � - � STA - 24+$6 UTI 1.•�,
STREAM CHANNEL ut IXlS7AA1c STA 18+1
_ ELEV - 262-Ofi
ELEV 259.42
PROPOSED STREAM
UTS • 1�, - , �, Y Ir,y r �B}-- END CONSTRUCTION
M2
-PROPOSED STA - 36+78
4 fy1S • _ . _ __ .. _ _ OF p5TUR6MRCE ' I r .t • y1• _ _ --- I ELEV 25781
dA7SiAV(.' �1 I SEON L'ONSIRUCTON 1t-
ToLFFI _ l�
. J STA -10+00l~.
EXISRNC S �71 r • f ELEV - 260.3 l �lp'�' - •- �.,-��` �v ti J
U73 ' f U - -'` -
ED N
STREAM CHANNEL UTT
r
I JACKSON BETTY JAMES
MARBREY JASON K jl 0863-03-03-1220 JJ} RAMIREZ MARTIN
PROPOSED LIMITS 0853-03-92-5106 EX157/NC PROPERTY BOUNDARY 0863-0RAM REZ -03-9CLAUDIA
OF DISTURBANCE f 0863-03-03-9368
(EQUITY TRUST COMPANY SITE PLAN
JAMES E STOVALL IRA I I
0853-04-71-5646 I SCALE IN FEET -
0 100 ppp IX/SRNC PAOPErf/Y BOUNCI4RY _
f
f
LEGEND
EXISTING PROPERTY LINE
• — • — • — APPROXIMATE LIMIT OF DISTURBANCE
.0445 PROPOSED RELOCATED STREAM CENTERLINE
PROPOSED BANKFULL
PROPOSED STREAM CHANNEL
EXISTING WETLAND TO REMAIN
- ® EXISTING WETLAND TO BE IMPACTED
EXISTING INDEX CONTOUR
EXISTING INTERMEDIATE CONTOUR
'LIMITS OF DISTURBANCE = 16.85 ACRES*
EXISTING WETLAND INSIDE A01 = 0.403Ac
IMPACTED WETLAND INSIDE A01 = 0.242Ac
PROPOSED VERNAL POOL AREA INSIDE A01 = 2.164
FOR PERMITTING PURPOSES
NOT FOR CONSTRUCTION
1 ,
� 1 �
VERNAL POOL 5
VERNAL POOL 4 - / - VERNAL POOL _
VERNAL POOL 2 _
VERNAL POOL 9
1 /
- VERNAL POOL 1 VERNAL POOL 3
VERNALPOOL
PLAN
_ SC LEIN FES
0 150 300
5 4
Vernal Pool
Area (Acres)
1
0.190
2
0.152
3
0.193
4
0.415
5
0.170
6
0.488
7
0.255
8
0.191
9
0.110
TOTAL
2.164
D
Yi144Y. POOL 6 V1:RNAL POOL 8
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M1 PROFILE
HORIZONTAL VERTICAL
SCALE IN FEET SCALE IN FEET
0 JO 40 0 5 10
6X VERTICAL EXAGGERATION
R R
17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 24+50 m w
6 M1 PROFILE W o
HORIZONTAL VERTICAL '+� I I O J m z
SCALE IN FEET SCALE IN FEET W 0
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LEGEND ` w
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M1 & M2 PROFILE
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SCALE IN FEET SCALE IN FEET
0 30 50 0 5 10
6X VERTICAL EXAGGERATION
LEGEND
Z
0
31+00 32+00 33+00 34+00 35+00
M2 PROFILE
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SCALE IN FEET SCALE IN FEET
0 30 60 0 5 10
6X VERTICAL EXAGGERATION
5 0 PROPOSED COMPACTED FILL
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M2 PROFILE
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SCALE IN FEET SCALE IN FEET
0 30 60 0 5 10
6X VERTICAL EXAGGERATION
5 0 PROPOSED COMPACTED FILL
r A - �� PROPOSED EXCAVATION
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10+00 11+0U 12+UU 13+UU
UT1 PROFILE
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SCALE IN FEET SCALE IN FEET
0 30 60 a 5 10
6X VERTICAL EXAGGERATION
Ia+UU
'n
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UT1 PROFILE
HORIZONTAL VERTICAL
SCALE IN FEET SCALE IN FEET
0 JO 6D 0 S 10
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STARE PROPOSED CONSTRUCTION
UT1 - STA 10+00
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6X VERTICAL EXAGGERATION
Ia+UU
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UT1 PROFILE
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6X VERTICAL EXAGGERATION
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51iEET II OF 17
1

8 15 1 4 13 7
FOR PERMITTING PURPOSES
POINT OF NOT FOR CONSTRUCTION
SAI
B (THIS DETAIL)
PONT OF CURVATURE A� I` LOGS BURIED
i�
NON -WAN ON-SIFE STREAM ALLUVIUM (IF
5 FT. SILL
ON-SITE STREAM ALLUHVM OF - 5 -FT. MIN.
M OTHERWISE USE A B i UNDER ST'REIAMBED
WELL DMI% DF CLA55 A. -' BIAx.�
GEOTEXTILE FABRIC f `LL AVALABLL? OYHERIMFiE USE A WELL ;.. TiFADER
(TYPE W) J ��O ORNIm YIX OF CLASS A. CLASS B. EDU{nERs PAST BANKFULL MIN
AND /57 STONE. A MIXTURE E OF �.•---�
O¢
O
o
"'l6.[ TOP OF BOULDER
CLASS B. AMIXTURE DFt �IIYIIIM Ab WILL AT INVERT ELEV. TOP OF BOULDER
HEADER 5 FT. SXE
CRADRL AIX MAY ALSO BE USED A LOG AT INVERT ELEV. P
FOR SACKFILL. - "
HEADER BOULDERS- ti ALLUVIUM AND WELL GRADED MIX
MAY ALSO BE USED FOR BACKFILL
STi ALLUVIUM (15TRF.Atl I �... r;i BANKFULL
^y -
` y `+
U
W
R
Z
y
o
HEADER
DN-STE STREAM ALLUVIUM (IF BOULDERS SILL
J AYNLABLEJ, OTHERWISE USE A UNDER
AVNLAHLE), OTHERWISE - - - TOP OF BOULDER 51REjI►�FD
USE A WELL CRADEO Al INVERT ELEV.
MYX OF a A TO 30' /
Lo
y
.. WELL GRADED MI% OF CUSS h
LOG -..
-ASS I
CLASS e, ANO �S7 J`• 't (
>
HEADER SANKFkL f
26 _ 1" CLASS B. AND X57 STDNG A ..
OF WELL
STORE A MUTLIRE Gf _ -
• MATURE NLLMUM AND
NON -WOVEN GEOTE7(TILE FABRIC Cr2ADm M/% KAY ALSQ 13E USED ll y
(HYPE II) -I • FQR BACKFILL ♦S -
ALLUVIVM ,.A
1
GRADEQ MI% MAY ALSOe pr
BE USEO FOR A,
I
HEADER BOULDERS F
$ACKFILL f .
- L
_ �' ` _
ti-NON-WOVEN CEOTEXTLE FABRIC
5 11)
B
�-
- ` FOOTER
(TYPE Jf -
ExTQ Ilrrv�'IBlrm
A MIN. OF 10 FT. FOOTER LOG - FOOTER BOULDERS
BOULDERS
_ A (THI S DETAIL)
V►
o
FOOTER _ . A (THIS DETAIL)
Loc SECTION A -A
I NO�E
GEOTE SECTION A -A
FOOTER BOULDERS FABRIC
,
-- MIDPOINT - E7GSTNG GROUND
SNCL
BOULDERS-' (TYPE IQ
z
N
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5 R SILL
ROOTWAD INSTALLED OF CURVE PAST
UNDER LOG VANE I 9.V.y KruLL •�' _ BANKFVLL
6 FT SILL
MID POINT PATI MBANKFULL
'„d■
ANCHOR BOULDER B
OF CURVE SILL HEAQER BOULDERS
BOULDERS
Ci co
H a
FOOTER BOULDERS
(THIS SHEET) _ -- ��
!
--. SANXII _.._. BANKFULL
_ - -
POINT OF -
li
TANGENCYGENCY
POINT OF TAN
HEADER AND fOOTER LOGS =
-
t m
m c
SHALL B6 PLACED INTO
THE eu5DSUBSTRATE STREAMBED
NC
-
O m
3
SECTION B -B
U
PLAN
e
N 7 E
NOTES-
FOOTER BOULDERS WILL BE PLACED
INTO THE EXISTING SUBSTRATE A
'~
r m
1. A HYDRAULIC EXCAVATOR, WITH A HYDRAULIC THUMB, SHAT BE USED TO PUCE BOULDERS 6. "Ohl-WOVEN
I{pOpKTE7CiXI > IC CIYPETMAI TOPgNAO EE ROCK. ON NON S� W OEOTEXITLE
PLAN VIEW MINIMUM OF THE BOULDER DIAMETER
■ q 2.
AND LOGS. FABRIC SHA.L BE BU W THE BOTTOM Ol THE CFUVNNIEL AND SHALL BE PLACED THE
NOTES: SECTION B -B
2. LOGS SHAT BE RELATIVELY STRAIGHT, HARDWOOD, AND RECENTLY HARVESTED AND EXTENDED ENTIRE L£HGTN OF STRUCFUBE
INTO THE BANK 6-FT.1.
7. ROOT wAQ SHALL BE PIA.CED SET+E+LTH THE FfFFLOER LOG AND PLACED SQ THAT R LOCKS
ALL BOULDERS SHALL BE A MINIMUM DIAMETER OF 3 FT
¢ aa
THE HEADER LPO INTO i1E IyANK•
3. SNW.L fXfEfJQ FROM THE BOTTOM OF THE BED ELEVATION TO THE OF THE
2. GAPS BETWEEN BOULDERS SHAT BE MINIM ZED BY FITTING BOULDERS TOGETHER, AND PLUGGING WITH STRUCTURE STONE ■
BE REQUIRED TO FR BOULDERS
iOi a
LOC VAMC READ
VANE AT A MIN. DEP1F1 OF 1/2 LOGSSK SMALL BE T D 5ELniRFLYGWTTO THE BINK IH SUCH SLOPEA F B. VSE AA WELLL�GNwEQ M"OFF CCLASS A. CTIED ONLA�B Ax0 57 E.rA �Mf DF LALO�LN1�q
2%-4%. HEADER AND FDPTER
CLASS A AND SELECT MATERIAL AND LINED WITH FILTER FABRIC. THE CONTRACTOR WILL ,
TIGHTLY. I
+5 m 10
WAY THAT ELIMINATE'$ THE POSSIBILfiY OF STREAM FLAW OMEII IHC AROUND THEM, AND WELL GRADED MIX MAY ALSO SE USED FOR BACK LL
3, DIMENSIONS AND SLOPES MAYBE ADJUSTED TO FIT BY THE ENGINEER. ` • /
9. SOI. SHALL BE COMPACTED WELL. AROUND BURLED PORTIONS OF LOO WHILE CREATING A
4 �
�® •�I
ra, C
^ 0_
4. NOH-wOrEtf CEO E FABRIC [[TYPE Ip SHALL BE INSTALLED ON THE UPSTREAM SIDE OF
THE STRUCTURE 14 11AWQM LFNiGTH FROM THE TOP OF THE LOG. THE S SMALL BE SMALL POCKET BETWEEN THE HEADER .00 AND THE OUTSIDE BANK.
4. A DOUBLE FOOTER BOULDER SHALL BE UTILIZED IN SAID BED fMTERW..
B- -
ND f.71EATEN THAN 12 INCHES ON CENIER. THE TVOYETF CECTEXTILE FABFOC SHALL SE
5. VANE ARM SMALL M INTO THE BALM HALFWAY BETWEEN THE CHANNEL INVERT AND &VOMILL, ELEVATIONS. THE ARM •
" TANGENT UNE.
3
Iik1HI�TIiE BDTroM Oi THE CHANNEL AND SHALT. BE PLACED WAIF ENBRE LEDRHM OF 10. ARE TO BE APPTOVEO BY' ENGINEER OR ENSWEER'S OH -SITE CORSTRUCTION
OBSERVER
L. RISE AT 2%-i% FROFI THE CHANNEL INVERT AT AN ANGLE OF i8 -3O DEG FROM THE AAACiHT
�► a� E A L •
fi FILTER FABW SHALL BE PLACED ON THE UPSTREAM SIDE OF THE VANE STRUCTURE TO PREVENT WASHOUT OF SEDIMENT o -�_
i 32
O
r4
5 BOULDERS 51NALL BE PLACEII FNH TOP OF HEALER LOG FOR AHCIIORMC S 3 OF LTTE WILY
ACROSS THE LHAd1NE4 FROM THE Ol11TdDE TILE HEADER ROCK BE PLACED AT 11. DEEMS IN THIS DETAIL AR[ A GRAPHICAL ILLUSTRATION ANO T NOT SPEGFY TINE ACTUAL
BAEiC, QiLAHRTI'Y OF MATERIALS LOGS. BOULDERS. STONE. ETC.J TO BE USED FOR
�
THROUGH BOULDER GAPS. FILTER FAB= SMALL EXTEND FROM THE BOTTOM OF TiIE FOOTER BOULDER It THE FINISHED � 0 39291
GRADE ELEVATWN AND SWV.L BE PLACED THE ENTIRE LENGTH OF TIE STRUCTURE- � o
~ �
✓J I7
N
{LE.
TIRE CHANNEL INVERT ELEVATION. HEADER BDLADEiY. YO BE PLACED 0.10 -FT. TO 0.25 -FT. COH5FRI7CT[ON.
APART WITH MINIMUM I%AMETER OF 1.5 FT.
e �
7. ALL MAMMALS AAE TO BE APPROVED BY THE ENI:NEER OR THC ENGINEERS OH-SRE CCNSTItWnOM OBSEFITA.
� � •A
_
� �
DETAIL NO. 2 re, ��-!YGjN�••�,r.`�
F_
DETAIL NO. 1
v
LOG
ROCK J -HOOK �j `�,
W Q
N THOOK
N T S. 1UA
W O
IA;,`�\
M
a a
NOTES -
W
1. CONSTRUCTED ALLUVIAL RIFFLES ARE GRADE CONTROL AND 4/ABRAi EWIN/C'EYDFT ANF L.RifNE:
A 1 THAT KAAWTATT FOR FOPIFAOUNA, AND"FSH�TMOF ESSE S�TRIICTTUUREg Y YEA IH LDWER NOE
MIN. LOG MIN.
WIXFULL WIDTH lW'b�J DETAIL NO. 4 DIA (IN.) DLk (Fr.)
Fr
I.I.I Z Q
O U
GRADIENT STREWS WITH OVERALL SLOPES LESS TITAN 2% THIS DETAIL CAN BE USED FOR
Low Flow BOULDER CASCADE
J
CONSMUCITNIC RIFFLES USING NATURAL ALLUVIUM CONSISTING OF EIOIJ ER+' COBBLES, AND
I GRAVEL OR SPIC1F1ED SIEECT MATERIAL
1/S N,T.S. 1B 3.00
4/ i
_ Q
2. CONSTRUCTED ALLUVIAL RIFFLES SHOULD BE PLACED AT TIE STATIONS CFFSM ELEVATIONS,
AND GEOMORPHIC POSITIONS WDICATFD ON THE STREAM LIRIWT,gN OKTF TABLE. STREAM
MfRGATMLL PINI AND THIS DETAIL, OR AS OANECTEO BY THE DKIIINEE9. AT A ANNIMI "' THE
ON-SITE STREAM ALLUVIUM (IF AVAILABLE),
OTHERWISE USE A WELL GRADED MIX OF CLASS A
O W �.
N O O
spy,
BVf . O INlti$ AMD LOW -FLOW CKANH0. SVIDTHLR MRVERT ELEVATpNS AT HEAD AND
BOTTOM OF RDtZE: EST1wTED ROETI THRESHOLD SIZE ANDALLVNW OR SELECT MAIRNL
A. CLASS B, AND +57 STONE. A M)NTURE OF r
ALLUVIUM AN W4iL GRADED MIX MAY ALSO BE 1
CC Z
-
N THE STREW Y[T1GAl1(}N DATA TABLE-
W.- GASSIi1CATIDlI AMD OtiPTiN SHOULD BE SPEC . INC
USED FOR IApRF1L,L I 1 ( BANKFULL WIDTH Ol l)
II `
,I
G (n
a
3. REFER TO 'SAECAL NOTES FON STREAM DESIGN".
i I
B 1 . BOULDER
W
_
.) LOW FLOW CHANNEL
I 4. CONSTRUCTED ALLUVTLL RIFFLES ARE PLACED IN THE STRAIGHT SECTIONS OF THE CHANNEL
{NF AVAILABLE).
j-
STREAM AWELL BETWEEN MEANDER BENDS (I.E., BETWEEN UPSTREAM POINT OF LUNGENCY AND DOWNSTREAM
(
F��_. J__
=
OF
OTFIERVASE USf A WELL GRADED MIX OF CLASS
OTHERWISE O
A. CLASS 8. AND #57 STONE. A UIXTURE OF PONNT OF CURVATURE). AS IH0 TED OH THE STREAM LITIGATION PLANS.
F r
i J� r J_ B(THIS SHEET)
= C
Q Q
ALLUVIUM AND HELI. GRADED 1NIX MAY ALSO BE 5. AILUYMUM OR $ELECT MATERIAL FOR OOHSYRUC M RIFFLES SIAL CONSIST OF COARSE
USED FOR BACKFILL
BOULDERS TO BE PLACED AT_-= f- J n '. -iz - � _
45' TO 55' ANGLE M Wbkf 111 „.
W =
A [ yF� p]
SUBSTRATE T !SF",PECRIFA OH TM STAY RE'TOPM/IiTMOONMPLµ �ZSH�13 5 OVLA6 r OUU5S0
TESRRATt
I
.. , 7(t •-
J
TV
` 51 IN R]FTLE AND RUH HABRATS. C9MSE ALLLN UM EXCAVATED FROU Y71E DUSTING
r
~)
CONTROL POINT J STREAM DED, wHIpN LNEETS THE SPECIFIED ST2E CdASSIFICATMON THE PREFERRED NAATENAL
TO USE FGR SUBSTRATE RESTORATION. REFER TO SUBSTRATE fT+ ORATKRN IHFORALV710N1.
POINT OF TANGENCY '
r-._. __ --':, n- .1 - SURFACE BOULDER '
Y
(PT) r 6 CONSTRUCT ALLUVIAL RIFFLES BY,I.SHAPE THE CHANNEL APID FLOODPLAIN TO THE SPECIFIED AND DISIONS,
E MATER.S IF SPECIFIIEED. ANDI
62. EXCAVATE OMC41 BED MAIERAL TO PNCE SUDGRAOA
-- �,
- ---� `• «I.
PLAN COARSEANLL IF OR SELECT CHANNEL Is wITHERUFFLE Ar ERBERM. I'TM THESPECIFIED
ELERSE
� r.N`�`, � � ~� -) � ; �
O1
WIDTH ALUMUM OR SELECT MATERIAL IMO 111E BANKS EXTENGIND ENTIRELY VNIVER THE
BERM. IF THE CHANNEL LICKS AN INNER BERUA. KEY NNE COARSE A.LIANUM OR $ELECT
COIR FIBER EROSION (Wbkf) COIR FIBER EROSION WTERIAL IMO THE 6WKS EXTENDING ALONG THE TOE,
1 FOOTER BOULDER'
®' I \\FOOTER~
,
FBANKNLL
CONTROL BLANKET CONTROL BLANKET 63. 7NE COARSE AL,LUVILIM OR SELECT MATERIAL IN SIX-INCH LIFTS AND COMPACT EACH
F
W
LOW WITH iXE BUCKET OF THE EXCAVATOR,
U
t I
` `
1� FLAW 6.4. INSTALL IFOE ALLUVIAL RIFFLE AT THE MERITS SPECIFIED IN THE PLANS AND THEN CHECK
CW{INF{. -I THE ELEVATIONS OF THE INVERTS WIN SURVEY EQUIPMENT.
GEO XTILE"FABRIC
SECTION B -B PE II)
�
6,5. PLACE SOI. OVER THE TOP OF THE COARSE ALLUwUM OR SELECT MATERIAL KEYED INTO
THE INN1R BERM OR SIREN/ BANK AND GRADE THE NNNER BERAI/BANKS TO THE
m
SPECNFIm ETEYATIONs.
[TIAs SKEET?
W
w
Y
7. THE CONSTRUCTED ALLUVIAL RFiLE MATERIAL SHALL Be FINISHED TO CREATE A SMOOTH
SECTION B -B ON-SITE STREAA/ N1UL {IF AVALAOLE). PROFILE, WITHOUT ANI AAAPT JIAMP RT�TON BETVEEH NNE UF5TREAM POOL-UIIJDE AND
oN--sRE sTRFJUH ALLW1l1M (rF AVAq,AgI,E). NOTES
QTFIERWSE VSE A WELL CRAbEQ MOI OF GATS A PLAN VIEW
Q
s
S u
OTHEMw5E USE A WELL CRAIDEO WX OF CLASS THE WFUE, OR AN AYtUPT DROP BETWEEN THE RIFFLE ANO THE pOHNSTRE'AM
FiHSFIf$ RIFFLE MATCH
A. CLASS S. AHD X57 STOLE. A MIXN[iE OF 1. 11115 pETA1L CAAI 8E USED FOFN CORSIRUCTHG LOU AND BOULDER CASCADES FOR HYDRAULIC SLOPES
m z
HEAD OF RLFFLE-, A. CHA55 $ AND X57 STONE A MIXTURE ❑F RUN -POOL THE CROSS-SECTION QF 71E WIERLAL SWILL GENERALLY
ALLIMUM AND WE GRADED MU[ WAY ALSO BE THE SIRAPE ANP DIMENSIONS SHOWN ON THE RIFFLE TYPICAL SECTION WFIH SOME VAIAIMAY
ALLUVIUM AND '/HELL GRADED MDI MAY ALSO BE GREATER THAN A%.
USED FOR BACKFILL - BANKFULL
LLI
R C
0
USED FOR QA[INFTIL OF THE THALWEG LOCATION AS A RESULT OF PLACEMENT OF LARGER SLWMT'E. SUCH AS
2- CASCADE STEPS SHALL BE CONSTRUCTED WITH 1 ROW OF FOOTER BOULDERS OR LOOS AND 1 ROW OF
w
BOULDERS.
MIN. DEPTH 6 NILE END OF RIFFLE CONTROL POINT MAY AE W TO A DRAINAGE STRVCTVRE OR OTHER
HEWER BOULDERS OR LIM.
STREAM �- - - _-SPFACE BOULDER
:. ryp•� ]. PLACE HEADER BDIILOEN,S OR LOGS $1,IClIILY UPSTREAM tlFl TOP OF THE FOOTER BOULDERS OR LOGS -
z N
IH -STREAM STRlICR1RB [[E.S. - J-F1001R PARE LOO OR BOULDER SILL ETC.]. AT A MINIMUM
P ■- - CORR FIBER ROLLS 57fIX1LO Or CONSIDERED T(N PROTECT THE OUTER BEND DOWNSTREAM OF
-- I i, PLACE BACI WITH o STREAM OTHERWISE USE A
-1_ �
THE CONSTRUCTED ALLUVIAL RIFFLE.
_ _ _ GRADED MIXED�Of�C�45 A B, IWf37E ST A WIXTTJIREM H.I.Im�UY AND WELL GRADED MIX
`_ MAY ALSO 8E USED As BACKFML
9. RE -DRESSING IS LIANNNEL AND BANKFLLL BENCH/FLOOOPLHN 1HLL ISKiLY BE REauIBED
1f BE CONSIDERIED IHCOENTAL
EOLI_OWM INSTALATOON OF IN-SIREAAA a Rl/CTURES M0 AN=
�A�_.. ----- 5, TINE GEOYE7[YNLE FABRIC SMALL EXTEND FROM THE BOTTOM OF TLIE FOOTFJ! TO TIFF FINISHED (.TLV.tE
SHIN BE PLACED THE EMFRE OF THE STRVLTINNE
y
z
POOL
SECTIONra CONSTRMCTKIN.
SECTION A -A
LENGTH
_STRUCTURE-
[.LVATK7H AND
6. CASCADES STALL BE CONSO I7CIFY1 SO THAT LOW FLOW IS CENTERED YR11W THE CENTER 1/3 OF THE
NON-WOVENIE
w
� W
W
10. � fl N CONTROL BLANKET SHALL BE INSTALLED ABOVE THE LOW -FLOW CHANNEL
FABPoC L NEL
,
(TYPE II) FOOTER BOULDER- 7. CASCADE STEPS SPALL SLOPE 2-i% NMN THE HIGHEST PORTION Of THE STEP ON THE DOWNSTREAM
a o
u a
OMANG NO
11, ALL MATERNLS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ON-STE CONSTRUCTION
DETAIL NO. OBSERVER-
ELVR•) SELECT MKTEF6AL- .EADONQ EDGE,
3
SECTION A -A i. RESER TO THE TIALWEG PROFILE(S) FDR DROP REFIGHT BETWEEN CASCADE STEPS'
r /� w
ROCK CONSTRUCTED RIFFLE 12. CONSTRUCTED ALLUVIAL RIFFLES PAYMENT SHALL INCLUDE ALL MATERIALS, EQUIPMENT, AND
CH OBSERVER.
S, ALL yATERAIS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSTE WMSTRVN}
C■V4 o0
LABOR TO CONSTRUCT THE ALLU LO.L RWFLE
N.T.S.
:SHEET 12 OF 17

5 1 4 1 3 2 1
6 5 4 3
MIX IN TOPSOIL -.
AND TILL AT
1
I
(FAST 4' DEEP COIR FUSER
G
F
LIVE ST►1(ES NOTES
- CUT TOP OF STAKE SAME
MATTINGO
41 SLOPE MIN
SMKFULL STAGE
W
_
1. LIVE STAKES ARE USED FOR WOETATIVE STREAM BANK STASIUTATO N AND RIPARIAN
Q
o
•v
HABITAT RESTORATION.
2 BUDS /SCARS (MN) AND
r 2. LIVE STAKES SHOULD BE PLACED AT THE STATIONS, OFFSETS. AND ELEVATIONS INOICAWD
4 IN (MiN.) EXPOSED
�•^-•
-
C
I ON THE STREAM MITIGATION DATA TABLE. STREAM MTIOATM PLAN, AND THIS DETAIL. OR
\ �;.,
y
_ AS DIRECTED BY THE ENMEER. AT A WIWUV. THE TYPE ((SPECIES), SIM SPACING- AND
QUANTITY OF UWE STARES SHOULD BE SPECIFIED IN THE STREAM W TIOATOI DATA TABLE.cc
•' �� ""' �1' S y 3FY_;�
>
1
I LIVE STAKES SMALL CONSIST OF WOODY LIVE CUTTINGS OF FAST-CROXWG SfIRMS AND
I- 1 FT. MIN. DEPTH BELOW
TREES iS1UG1 AS WILLOWS, DOGWOODS, SUTTONWSN. ETC.. 1MIfCH ARE CAPApLE CIF
LYHERAi]NII ROOTS FROU CUTSINCS WHEN PLACED IN OR MOIST SOI.
GROUND '-I �la�y� EXISTING CHANNEL GRADE
I
YYY333 3
4. LIVE STAKES SHALL BE AT LEAST ONE YEAR OLD. 0.75 INCH TO 2 RICHES IN DIAMETER.
AAD A MIMIN UM OF 2 FEET LONG. WITH MOIST, WEEN, AND HEALTHY CAMBIUM AND
i
- OkOWIN6 LEAP RUM LESS THAN 0.25 INCH. THE MAXIA41164 LMT% OF UVE STAKES
SECTION
itO
2S F� N I I DePENOS ON THE APPLICATION. AHD SHALL BE AS SPECIFIED. WHEN ULE STAKES ARE
k'
3/4-2 IN. DIAMETER INSULTED AL1 RIP RAP OR STOW FILL. THEY SHALL BE LONG ENOUGH TO EXTENa THROUGH
/ THE SURFACE OF THE RIP RAP OR STONE' FILL AND AT LEAST HALF THE LENGTH SMALL
SIE INSERTED INTO THE SOIL. BELOW 'DIE RLP RAP OR STONE FILL
2' WIDER-SOIIjALLilY4AL FILL IN
THAN EXISTING ABFNOONED STMCHANNEL
CHANNEL
o
{ MAKE ANGLED (45') CUT AT BUR -END.
IMPERVIOUS -
z
PLANT BUR -END DOWN 5. INSTALLING ULE STAKE
SELECTI!
I . 5.1. UVE STORAGE
MAgyESTEO "NO OWMANCY SMALL 1% TYESTED
IN Vr STAKES
MATERIAL
UAINED
UNDER M5T OGNOIVONS SOAK THE SE OF DORMANT-NMN
ti i
q
WATER AT LEAST T4 HOURS BEFORE PLANTING"
aT
5.2. UVE STAKES HARVESTED ON 141E SHOULD BE INSTALUEA THE "SAYE CLAY THEY ARE
SPACING AS SPECIFIED PREPARED,
1
_
O
4�A
5.3" PRIOR TO PLANTING. ULE STARES 9ML BE UNNTANNR-A W A CONTINUOUSLY COOL•TOP
OF BANK
(JOVflAEO, ANO MOIST STATE. WITH ME BASES 9pAKkNC W WATER.
-
.Q.
CII
5.4, CARE SHALL TAKEN NOT TO DAMAGE LIVE STAKES DURING A U, THOSE
/ : •
C
t
L WT14 AN INT T
DAMAGED SIIAtl BE LEFT IN PLACE AMD SUPPLEMENTED WITH AN INTACT LIVE
G
DUTANONVC STAKE.
3
5a. is Tp ie IHNGHES BAR, P � SBtliM TOOL TO MAKE A PILOT HOLE IN THE BANK
1 U
rm U?
5.8. PLACE THE LIVE STAKE 1N TIE BLOT HOLE. 50 THAT A MINIMUM OF 4 INCHES Ma
EXISTING STRFAY� rr
,r CHANNEL �� "
2' WIDER
a 7
11 F
TWO LIVE BUDS OF INC UVE STAXC ARE TXP04ED.
S.T. TAW THE 501E AROUND LIVE STAKES,
/ - THANHG WArER
- �
CHANNEL,1«■
I I� in
\ 6)
P�
`1L'L�'// FLOW1
a
e. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENOWEER'S ONSOE CONSTRUCTION
OBSERVER.
/�1
C. 0'.
Ir
7. UVE STAKES SHALL BE PND FOR PER EACH.
`���
•
• • • III's-0
f
y
v
NT
B. PAYMESWIRL IICSAUDE ALL MA1ERAI-S, EDIAPMENT, AND LABOR NECESSARY INSTALL
THE LIVE STAKES
` o �
�- —�
IL7^
a m
AL- �.. �_ �:
PLAN
I
SEAL r
�W
• 3$ 8
1 BEFORE WRAPPNG PLUG WITH COIR FIBER MATTING. MIX IN TOPSOIL AND TILL -NTO
AT LEAST THE uPPER A' TO HELP VEGETATION TO ESTABLISH.
•nay+ v
DETAIL NO. S
LIVE STAKING
—yq y
�ir'F�7�; �Q! 't'����
2 RAKE SQL LEVEL AND ADD TEAHPORARY AND PERMANENT SEED AND MULCH BEFORE
INSTAWNG COIR FMATTING.cm
DETAIL NO. 6
G
cm
N.r.s
N��
*6A A�1 ,��
IMPERVIOUS STREAM CHANNEL PLUG
V
W Q
n
M J
PLACE MULCH INSIDE FABRIC
FABRIC WRAP WRAP
W
i{ 2WOODEN
1M1
Q W d
STAKE
CHANNEL
3 W Z
POINT OF CURVATURE 1lDIE:'�
O U 'Q`
aZS M
(PC) ROOT WAD LOGS (5•-10' STAKES MAY BE MADE BY SAWING
~FOR WOOD STAKES
BANKFULL ■■
J
A 2x4 DIAGONALLY IN HALF.
DIA h R' -B' IO>1G)` _
`
Q r
SPACED EVERY •'-8'
FOOTER LOGS
A CRDOT WAR
O W
REINFORCED EARTH WOOD STAKE
_ (12'-18' DIA MIN.) A
(THIS
DETAIL)I
O
SARKF1RL
A
C F Z
-
EDGE OF
WATER AT
POINT &VT- --
G
Q Q W C
C
OF
NORMAL FLOW • FLT)W
r TAIM.ETNCY (CIT) RESTORE DISTURBED AREA WITH TOPSOIL.
�- SEEDING. MULCHING AND PLANTING
d
Q W
r- NORMAL FLOW WATER BRANCH CUTTINGS .
/
'�-v" k►. SURFACE (EL OF WE S
P�N
Q
18' LMH. DOWNSTREAM RIFFLE REINFORCED EARTH-
I _ E7o�iHG
Gi[WNp
BANKFULL
(�
._- . ANCHOR ROCK
111 ROOTS 1
Jr
- - COIR FIBER MATTING
Q
U Q
_ '• WAD EXCAVATION
-y�x�`
- LIMITS
ROOT WAD TO BE _
. _ `DE WOOD
L (SM NOTE 2) , WOVEN GE0IDRILE
INSTALLED AT A
LIGHT ANGLEINTO DOWNWARD POINT BAR
THE
M1 M1 _ 1B- 12- ABOVE
MN.
WATER
STREAM BANK
MCHOR ROCK (TYP) FOOTER LOGS _ r� CII SURFACE
J -
PVIDE ROCK $ UPSTREAM � A TOE WooO1."
(SEE NOTE 2)
TRENCH BOULDERS
m
BANN FULL. USE
24• TO 16' BOULDERS STACKED. SECTION A -A
EXCAVATION ROOT WAD B-10 FT
LOAD, > 10 -IN. DIA
(A
w
PLAN
RIPARIAN PLANTINGS AND LIVE STAKES
aDTes: SECTION A -A
J
Q
a Z'
NOTES:
1. EXCAVATE A TRENCH FOR THE LOG PORTION OF THE ROOT WAD, THE ROOT WAD SHOULD BE IHSTALLEO IN AAHO
�
W
,_, Z
R C
SOME
S. IF AN APPROVED ON - SALE IS AVAIABL� SM MATS LAYERS MAY BE USED INSTEAD OF REINFORCED EARTH. SOD MATS WAY ALSO BE OBTAINED FROM
TRENCH EXCAVATED PERPENDICULAR TO THE BANK AND FM ENOUGH SELOW INC STREAM SEA TO
THE ROOT WAD LOG.
2 N
K HEIGHT.
CEFATLHIC EXCAVATIONWORK ASSOCIATED TIE PROJFFT. THE NUMBER OF LAYERS DF FIfTNi0RCE0 EARTH OR 500 CUTS MAY VARA WITH INE BANK
2. TOE WOOD CONSISTS OF A MIX OF LOGS, BHMNCHE$. BRUSH. Aft OTHER WOODY VEGETATION WSTALLED AT VACUOUS ANGLE, BUT NOT PARALLEL i0 THE FLOW. LAYER
2. THE TOP OF THE ROOT WAD SHOULD BE AT THE SAME ELEVATION AS THE HEAD OF THE DOWNSTREAM RIFFLE
'
ME WOOD WITH LARGER MATEPNL Q': THE 80TTOM AND A MAT OF $RANCHES AS THE TOP LAYER. ANGLE ROOT WADS &XHTLY UPSTREAM INTO THE FLOW.
3 PLACE A BOULDER ON TOP OF THE LOG AND BACKFILL ON TOP OF THE ROOT WAD TO BANKFULL
I THE TOP LAYER OF TOE WOOD SMALL BE AT THE ESTABIL!"O NDALIN• FLAW ELEVATION.
4 FILL SEMEN ROOT WADS WRH A MIX OF WOODY GCSW PER NOTE 2
DETAIL NO. 8
wbm
A LAYER 11F7NFORCm EARTH AND currRKN TO BAIRNFULL,
ROOT WAD
N
w
w o
N IS
DETAIL NO. 7URAWINONO
FOR PERMITTING PURPOSES
TOE WOOD WITH GEOLIFT AND LIVE BRUSH LAYERING
EC401
N.T.S.
NOT FOR CONSTRUCTION
MEET 13 OF 17
6 5 4 3

14 IM
DETAIL NO. 9
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
N.T.S.
PUBLIC ROAD
DETAIL NO. 10
TEMPORARY STREAM
CROSSING - WOOD MAT
N.T.S.
1. CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
2. HAVE ALL NECESSARY MATERIALS AND EQUIPMENT ON-SITE BEFORE WORK BEGINS,
3. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE CHANNEL BOTTOM.
4. LINE STREAMBANK AND ACCESS RAMP AREA WITH NON -WOVEN FILTER FABRIC,
5. INSTALL STREAM CROSSING AT RIGHT ANGLE TO THE FLOW.
6. TRANSPLANT SOD FROM ORIGINAL STREAMBANK ONTO SIDE SLOPES FOR LATER USE.
7. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD DOES NOT ENTER EXISTING CHANNEL
BY INSTALLING SILT FENCE ON ALL FOUR CORNERS ADJACENT TO THE STREAM. SEE SILT FENCE DETAIL.
B. STABILIZE AN ACCESS RAMP OF CLASS B STONE TO THE EDGE OF THE WOOD MAT.
9. THE WOOD MAT SHALL BE OF SUFFICIENT SIZE AND WIDTH TO SUPPORT THE LARGEST VEHICLE CROSSING THE CHANNEL.
10. CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE ACCORDING TO EQUIPMENT UTILIZED, RECOMMENDED AT A 5:1 SLOPE.
INSTALL SIDE WOODEN KICK
ON SIDE OF WOOD MAT
PUBLIC ♦,D
6' MINIMUM THICKNESS OF
WASHED CLASS A STONE
NON -WOVEN CROSS SECTION
GEOTE)MLE FABRIC
(TYPE II)
NOTES:
SPECIFICATION NO. 6.06 - CONSTRUCTION ACCESS "N.C. EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL MAY 2013"
ROCK DAM
FLOW
1
CONSTRUCTION AREA UPSTREAM
STILLING BASIN
(2 FT. MAX DEPTH)
i
EXISTING CHANNEL
PLAN VIEW
WOOD MAT
—�
/—CLASS B STONE
SILT FENCE--\
yin 1— nor ALLOWABLE
LASS B STONE RAMP
W = 1.5
DETAIL NO. 12
TEMPORARY STREAM CROSSING - WOOD
MAT WITH CULVERT (IF NEEDED)
N.T.S.
SILT FENCE
INSTALL SIDE WOODEN KICK PLATE
ON SIDE OF WOOD MAT WOOD MAi
-- T - /--CLASS B STONE
#57 STONE
2'1
NOTES:
1,
2.
CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
HAVE ALL NECESSARY MATERWLS AND EQUIPMENT ON-SITE BEFORE WORK BEGINS,
1.
3.
MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE CHANNEL BOTTOM.
FLOW 1
5.
LINE STREAMBANK AND ACCESS RAMP AREA WITH NON -WOVEN FILTER FABRIC.
INSTALL STREAM CROSSING AT RIGHT ANGLE TO THE FLOW.
14.
WBANKFULL175
M DEPTH
6.
7.
TRANSPLANT SOD FROM ORIGINAL STREAMBANK ONTO SIDE SLOPES FOR LATER USE.
MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD DOES NOT ENTER EXISTING CHANNEL
BY INSTALLING SILT FENCE ON ALL FOUR CORNERS ADJACENT TO THE STREAM. SEE SILT FENCE DETAIL.
B.
STABILIZE AN ACCESS RAMP OF CLASS B STONE TO THE EDGE OF THE MUD MAT.
9.
THE WOOD MAT SHALL BE OF SUFFICIENT SIZE AND WIDTH TO SUPPORT THE LARGEST VEHICLE CROSSING
THE CHANNEL.
10.
CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE ACCORDING TO EQUIPMENT UTILIZED,
X57 STONE LTER FABRIC
CLASS 2 STONE
RECOMMENDED AT A 5:1 SLOPE.
CROSS SECTION
NOTES:
CLEAN OUT STILLING BASIN OF TRAPPED SEDIMENT PRIOR TO REMOVAL.
PLAN VIEW
STREAM CHANNEL
r
11 I 1 1�7J W MA
PLAN VIEW
STREAM CHANNEL
NO GAPS ARE ALLOWABLE
BETWEEN LOGS
CLASS B STONE RAMP
d
�r
W = 1.5
CAR r�
SE
■©
2
FOR PERMITTING PURPOSES 1 --
NOT FOR CONSTRUCTION EC402
El LI OF 17
q 3 2

C
F
3
TEMPORARY FLEXIBLE
IMPERVIOUS DIKE
(SEE PROJECT SPECIAL PROVISIONS)
STABILIZED OUTLET
CONSTRUCT WITH A MIX OF
BOULDERS AND CLASS B STONE
TO STABILIZE STREAM AT
PUMP -AROUND OUTLET
DETAIL NO. 13
TYPICAL PUMP -AROUND OPERATION
N.T.S.
STABILIZED INLET
PUMP -AROUND PUMP- '
EXISTING
IMPERVIOUS DIKE
(SEE PROJECT SPECIAL PROVISIONS)
(SLE PRUJECf SPECIAL PROVISIUNS)
SPECIAL STILLING BASIN
FILTER FABRIC 1.
15 - 20 FT
SEQUENCE OE CONSTRUCTION FOR TYPICAL PUMP_ -AROUND
1. INSTALL STABILIZED OUTLET AT THE DOWNSTREAM END OF THE DESIGNATED PROJECT
WORKING AREA.
2. THE CONTRACTOR WILL INSTALL THE PUMP -AROUND PUMP AND THE TEMPORARY FLEXIBLE
HOSE THAT WILL CONVEY THE BASE FLOW FROM UPSTREAM OF THE WORK SITE TO THE
SPECIAL STILLING BASIN OR STABILIZED OUTLET
3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR STREAM
DIVERSION.
4. INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING APPARATUS IF NEEDED TO
DEWATER THE ENTRAPPED AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF
SUFFICIENT SIZE TO DEWATER THE WORK AREA. THIS WATER WILL FLOW INTO A SPECIAL
STILLING BASIN.
5. THE CONTRACTOR WILL PERFORM STREAM RESTORATION WORK IN ACCORDANCE WITH THE
PLAN AND FOLLOWING THE GENERAL CONSTRUCTION SEQUENCE.
6. THE CONTRACTOR WILL EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL
OF THE IMPERVIOUS DIKE. REMOVE IMPERVIOUS DIKES, PUMPS, AND TEMPORARY FLEXIBLE
HOSE STARTING WITH THE DOWNSTREAM DIKE FIRST.
7. THE CONTRACTOR WILL COMPLETE ALL GRADING AND STABILIZATION IN ONE DAY WITHIN
THE PUMP -AROUND AREA BETWEEN THE IMPERVIOUS DIKES.
B. ONCE THE WORKING AREA IS COMPLETED, REMOVE THE SPECIAL STILLING BASIN AND
STABILIZED OUTLET AND STABILIZE DISTURBED AREAS WITH SEED AND MULCH.
,N`%IlIj/t, .
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39208 V
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INSTALL 2 INCH PAD OF
#57 STONE BETWEEN
SPECIAL STILLING BASIN
AND FILTER FABRIC
NOTES:
1. EXCAVATION SHALL BE PERFORMED IN ONLY DRY
SECTIONS OF CHANNEL.
2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE
WORK AREAS FROM STREAM FLOW.
3. THE CONTRACTOR SHALL NOT DISTURB MORE AREA
THAN CAN BE STABILIZED IN ONE WORKING DAY.
4. THE PUMP -AROUND PUMP SHOULD ADEQUATELY
CONVEY BASE FLOW CONDITIONS OF THE STREAM.
DETAIL NO. 14
EROSION CONTROL MATTING
PLACE COIR FIBER MATTING IN 6 INCH DEEP
TRENCH, STAKE, BACKFILL, AND COMPACT
� TOP OF STREAMBANK
TOE OF SLOPE
PLACE COIR FIBER MATTING AT TOE OF SLOPE.
SECURE MATTING WITH LARGE MATTING STAKE
LARGE STAK BOTTOM OF CHANNEL
CROSS SECTION VIEW
NOTES:
1. BANKS SHOULD BE SEEDED AND STRAWED PRIOR TO
PLACEMENT OF MATTING.
2. USE COIR FIBER MATTING.
3. LARGE STAKES SHOULD NOT BE SPACED FURTHER THAN 18"
APART.
4. PLACE LARGE STAKES ALONG ALL SEAMS, IN THE CENTER OF
BANK, AND TOE OF SLOPE.
TRENCH-,
TOP OF
STRIEWBANK
LARGE
STAKES
N.T.S.
• •
•
•
•
•
•
•
•
• •
•
SHALL HAVE THE
FOLLOWING DIMENSIONS:
TO BE
o
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EXTENDED TOLEG
O
•
• •
f1.0 IN
•
• •
H WIDTH
•
•
• •
•
0.40 N
1.02
G WI
0.601N 1.5
'TAP RED TO POINT
HI NE5S
0. IN
1. CM
PLAN VIEW LARGE
STAKES
WIRE OR PLASTIC ZIP TIES WITH A
MINIMUM TENSILE STRENGTH OF 50
LB SHALL BE USED TO CONSTRUCT
THE FENCE.
MESH CONSISTING OF
14 GAGE WIRE AT MAX
SPACING OF 6"x6"
WIRE MES
FILTER FABRN
MECHANICALLY COMPACTED FILL
2 PASSES OF A COMPACTION DEVICE
EXERTING AT LEAST 60 LB/IW ON
BOTH SIDES OF FENCE
RUNOFF
DIRECTION
FILTER FABRIC
RCH
OOFING
NAIL
TYPICAL LARGE MATTING ST KE
THE WOOD STAKE SHALL HAVE THE FOLLOWING DIMENSIONS
L G EN TH 17. N 43.1 M FAPER T INT
WI 1. IN
THI KN 5 I1.51N 3.81 M
01
TRENCH
o -TOP OF STREAMBANK
/-STAKES
DETAIL NO. 15
TEMPORARY SILT FENCE
N.T.S.
B' MAX. WITH WIRE
TYPICAL
5MALL MATTING
STAKE
COIR FIBER
CONSTRUCTED SO AS TO ALLOW FOR
STRENGTH FILTER FABRIC)
FASTENING OF THE FABRIC
MATTING
THE WOOD STAKE
SHALL HAVE THE
FOLLOWING DIMENSIONS:
TO BE
o
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EXTENDED TOLEG
O
TOE OF
L k
f1.0 IN
M
SLOPE
H WIDTH
1. N
1188 M
HEAD THI KNESS
0.40 N
1.02
G WI
0.601N 1.5
'TAP RED TO POINT
HI NE5S
0. IN
1. CM
FNGTH
1 IN
30. M
DETAIL NO. 15
TEMPORARY SILT FENCE
N.T.S.
B' MAX. WITH WIRE
T -POSTS SHALL BE 1.33 LB/LF STEEL WITH A
(6' MAX. WITHOUT WIRE,
MINIMUM LENGTH OF 5 FEET AND SHALL BE
REQUIRES USE OF EXTRA
CONSTRUCTED SO AS TO ALLOW FOR
STRENGTH FILTER FABRIC)
FASTENING OF THE FABRIC
(4' MAX. WITHOUT WIRE,
NORMAL STRENGTH
FILTER FABRIC)
o
9U?
FILTER FABRIC SHALL BE STANDARD OR EXTRA
STRENGTH SYNTHETIC FIBER CERTIFIED BY THE
MANUFACTURER TO COMPLY WITH MATERIAL
REQUIREMENTS IN ASTM STANDARDS D 6461,
4632, 4491, 4751, AND 4355
NOTES:
1. AVOID JOINTS, UNAVOIDABLE JOINTS MUST HAVE 4' OF
CLOTH OVERLAP AND SHOULD TIE INTO THE NEXT
ADJACENT POST.
2. PLACE ON CONTOUR EXCEPT ENDS WHICH SHOULD BE 1'
FENCE HEIGHT ABOVE GRADE TO PREVENT CUT AROUND.
MAX 24" 3. WRAP APPROX. 6" OF FABRIC AROUND END POSTS MID
ABOVE GROUND SECURE WITH TIES.
REMOVE ONCE AREA IS STABLE.
POST DEPTH
24" MINIMUM
FOR PERMITTING PURPOSES
NOT FOR CONSTRUCTION
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H
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CA
OQUINN WILLIAM V J�—-A-1
—
OQU 0853— —63-9CAROLYN A —
0853-04-63-9646
• I
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
MARBREY JASON K
0853-03-92-5108
BARE ROOT
[his plan set and according to the
construction
Density pbslac)
The following table lists bare-rool vegetalton selection for the project site- Species shall be planted at a density
of 694 stems per
acre, Total planting area is approximately 13.16
acres. Exact placement of species
will be determined prior to
site planting.
5%
Willow
PERCENT PLANTED BY
30%
COMMON NAME
SCIENTIFIC NAME
SPECIES
I
I
So -.am Ro opera ton Suffer — 60%of the, plsnpnig j10 % SC Sbaalno • 436 Tree.4anN
Dogwood
Riper Bimh
Betula nigra
13%
57 stems per ache
Sugamerry
Cali laevigala
5%
22 stems per ache
Green Ash
Fraxinus peonsytvanica
10%
44 stems per acre
Black Walnut
Juglans nigra
5%
22 stems per acre
Sycamore
Platanus occidentalis
12 %
52 stems per acre
Swamp Chestnut Oak
Quercus michauxii
1C %
44 stems per acre
Willow Oak
Quercus phellos
B%
35 stems per acre
Northern Red Oak
Quercus rubra
7%
31 stems per acre
Persimmon
Diospyras Wrginisna
7%
31 stems per acre
Black Gum
Nyssa sylvatica
8%
35 stems per acre
Box Elder
Acernegundo
7%
31 stems per acre
Cherrybark Oak
Quercus pagoda
8%
35 stems per acre
Indian Grass
Tree total
100%
436 stems per acre
Earl Succ.nfanai Shrubs a no Tnaa—
1th.anunIII' 1f"I ncrn -266 tiu8cri
5%
•Comlbeny,
Symphodcarpos orbiculalus
5%
13 slems per acre
Southem Arrowwood
Viburnum dentatum
10%
26 stems per ache
Virginia Sweetspire
Ilea Wrginica
5%
13 stems peracre
-E derberry
SpeabucYa Fanaden3ls
8%
21 stems per acre
Ohicksaw Plum
Prunus augusfifolfa
5%
13 stems per acre
Common Wtnlerbeny
Ilex vedicillala
7%
18 stems per acre
Silky Dogwood
Comus amomum
10%
26 stems per acre
(Flowering Dogwood
Comus flonda
10%
26 stems per acre
IEaslem Redbud
Cercis canadensis
8%
21 stems per -
Swamp Rose
Rosa palusfds
7%
18 stems per acre
IParsely-leaf Hawthorn
Cralaegus marshallii
5%
13 stems per acre
Tag Alder
Alnus sermlata
5%
13 stems per acre
�Spoebush
Lindero benzoin
5%
13 stems per acre
IPossumhaw Viburnum
Vibumum nudum
5%
13 stems per acre
IPossumhaw
Ilex decidua
5%
13 stems ocral
Shrub lot*
s ems psi acre
SEABOARD AIRLINE RAILWAY
1 r r
PROPOSED PLANTING PLAN
SCALE IN FEET
0 100 200
stakes. were applied to all restored streambanks following the details in
[his plan set and according to the
construction
Density pbslac)
Streambank and Floodplain Areas -15
PERCENT PLANTED BY
DATES
F
SCIENTIFIC NAME
I
I
�I1
5%
Willow
Salix sericea
30%
944 stems
k Willow
Salix nigra
I
I
I
I
I
1
I
I
I
I
I
l
Dogwood
SEABOARD AIRLINE RAILWAY
1 r r
PROPOSED PLANTING PLAN
SCALE IN FEET
0 100 200
stakes. were applied to all restored streambanks following the details in
[his plan set and according to the
construction
Density pbslac)
Streambank and Floodplain Areas -15
PERCENT PLANTED BY
DATES
IMON NAME
SCIENTIFIC NAME
SPECIES
5%
Willow
Salix sericea
30%
944 stems
k Willow
Salix nigra
10%
315 stems
Dogwood
Cornus amomum
40%
1258 stems
rberry
Samb MiS U&Mdensrs
20%
629 stems
0 6
Live slake total 100%
3145 stems
COMMON NAME
SCIENTIFIC NAME
PERCENTAGE
Density pbslac)
Streambank and Floodplain Areas -15
Ibslac
DATES
ANNUAL RYE (COOL SEASON) 130 LBSIACRE
Big Blueslem
Andropogon gerardii
5%
075
Tick Seed
Bidens fmndosa
8%
1 2
-Hop Sedge
Calx lupulma
4!0
0 6
Shallow Sedge
Carex lunda
4%
0 6
Tussock Sedge
Carex sMcta
4%
0 6
-Fox Sedge
Carex vulpinoidea
4%
0 6
Ii Oats
Chasmanthium latifolium
5%
075
(Lance Leaf Coreopsis
Coracpsis lanceolala
5%
075
'Virginia Wildrye
Elymus Wrginicus
B%
1 2
(Purple Loregrass
Eragmstis speclabilis
29/6
0 3
Soh Rush
Juncus effusus
51/1
075
(Pink Muhly Grass
l4Lh1enbergia capillans
2%
0 3
Swilchgrass
Panicum Wrgalum
5%
0 75
(Pennsylvania Smanweed
Polygonum pennsytvanicum
3%
045
(Little Bluestein
Schizachyrium scoparium
49%
0 6
Indian Grass
Sorgai nutans
5%
075
Gamma Grass
Tdpsicum dactyloides
5%
075
IPalddge Pea
Chamaecnsta fasciculafa
5%
075
Ilndian Woodoats
Chasmanthium laf(folium
5%
075
'Showy Tick Trefoll
Desmodium canadense
3%
045
Joe Rye Weed
Eupatorium fisfulosum
4%
0 6
Greater Bladder Sedge
Carex inlumescens
5%
075
_
Total
11
15
Fritos Prom Area = 5 19 Acres
*CONTRACTOR WILL CONTROL INVASIVE SPECIES WITHIN THE EASEMENT (WITHIN 50' OF TOP OF BANK ON BOTH SIDES)*
4
^NORTH
7
JACKSON BETTY JAMES
0863-03-03-1220
PLANTING LEGEND
PROPOSED FESCUE PLANTING
ZONE (5 19 ACRES)
PROPOSEDRIPARIAN REVEGEfAnoN
ZONE (13.16 ACRES)
-TEMPORARY SEEDING
to
Mco
O
the following table lists the temporary seed mix far the project site All disturbed areas were
stabilized using mulch and temporary seed
COMMON NAME RATE
DATES
ANNUAL RYE (COOL SEASON) 130 LBSIACRE
SEPTEMBER TO MARCH
INILLET (WARM SEASON) 40 LBS/ACRE
APRIL TO AUGUST
j RAMIREZ MARTIN
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r 0863-03-03-9368
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C 5
_ — UT4 EXISTING
FI — A-1TOP OF BANK
OQUINN WILLIAM V _
OQUINN CAROLYN A
0853-04-63-9646
i
M1 EXISTING
TOP OF BANK
UT5 EXISTING
TOP OF BANK
UT5 EXISTING
ZONE 1
F UT5 EXISTING
ZONE 2
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
1
OQUINN WILLIAM V —~
OQUINN CAROLYN A
D 0853-04-63-9646
1 .ef
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M1 PPOSED
RO
c' TOP OF BANK
F
Its
UT5 PROPOSED _
TOP OF BANK
B EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
MARBREY JASON K
0853-03-92-5108
Existing Buffer
P
Reach
SA
Zone 2 (5f)
M1
92.307
s
M2
87.298
55,062
MARBREY JASON K
0853-03-92-5108
MARBREY JASON K
0853-03-92-5108
L
1
IIT2EXISTING
TDP OF BANK �- . SEABOARD AIRLINE RAILWAY
M2 EXISTING
TOP OF BANK
I T L
IUTI EXISTING
I TOP OF BANK
I
I
I
I
I EXISTING BUFFER ZONES
SCALE IN FEET
- ZONE 1
0 100 200
® - ZONE 2
UTA PROWJSED
— _ — — TOP Of BANK
UT2 PROPOSED
TOP OF DANK SEABOARD AIRLINE RAILWAY
PfoI;o 0dduffer
Reach Zone 11sf) Zone 2(sl)
Ml SISAOS 54,919
M2 71.582 47.726
U71 50,903 33,039
UT2 6,486 3,820
UT3' 0 0
UT4' 0 0
UI 6,417 3x943 _
Total 221.494 143,453
NOTE: Buffernumbers may increase ordecrease due to
new design reach length or overlappi ng buffers due to
construction and utility constraints. It Is NOTanticipated
i there will be any other disturbances affecting buffers
other than the current buffers shown.
•UT3 and UT4 buffers are supefceded by PantherCmak'
R
I M2 PROPOSED
ITOP OF BANK
1
I
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UTI PROPOSED
TOP OF BANK
I
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I- ZONE 1
y- ZONE 2
JACKSON BETTY JAMES
0863-03-03-1220
JACKSON BETTY JAMES
0863-03-03-1220
PROPOSED BUFFER ZONES
SCALE IN FEET
0 100 200
1
UTP OF BANK
TOP OF BANK
NORTH
0
¢
0
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TOP OF BANK
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1
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Reach
Zone I sf
Zone 2 (5f)
M1
92.307
6L303
M2
87.298
55,062
UT1
11847
10.497
UT2
4910
2.014
UT3
11.817
7.072
UT4
8,498
4.OBO
UT5
725
3,677
Total
217,402
141,705
MARBREY JASON K
0853-03-92-5108
L
1
IIT2EXISTING
TDP OF BANK �- . SEABOARD AIRLINE RAILWAY
M2 EXISTING
TOP OF BANK
I T L
IUTI EXISTING
I TOP OF BANK
I
I
I
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SCALE IN FEET
- ZONE 1
0 100 200
® - ZONE 2
UTA PROWJSED
— _ — — TOP Of BANK
UT2 PROPOSED
TOP OF DANK SEABOARD AIRLINE RAILWAY
PfoI;o 0dduffer
Reach Zone 11sf) Zone 2(sl)
Ml SISAOS 54,919
M2 71.582 47.726
U71 50,903 33,039
UT2 6,486 3,820
UT3' 0 0
UT4' 0 0
UI 6,417 3x943 _
Total 221.494 143,453
NOTE: Buffernumbers may increase ordecrease due to
new design reach length or overlappi ng buffers due to
construction and utility constraints. It Is NOTanticipated
i there will be any other disturbances affecting buffers
other than the current buffers shown.
•UT3 and UT4 buffers are supefceded by PantherCmak'
R
I M2 PROPOSED
ITOP OF BANK
1
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UTI PROPOSED
TOP OF BANK
I
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y- ZONE 2
JACKSON BETTY JAMES
0863-03-03-1220
JACKSON BETTY JAMES
0863-03-03-1220
PROPOSED BUFFER ZONES
SCALE IN FEET
0 100 200
1
UTP OF BANK
TOP OF BANK
NORTH
0
¢
0
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GHEEr 17 OF
17