20180374 Ver 1_PLAN SET REVISED_20180618

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SHEET INDEX
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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 — Ml & M2
EC302
PROFILES — UT1
EC400
DETAILS
EC401
DETAILS
EC402
DETAILS
EC403
DETAILS
EC500
PLANTING PLAN
EC600
BUFFER ZONES
PROJECT STANDARDS
THE FOLLOWING STANDARDS AS THEY APPEAR IN THE
"NC EROSION CONTROL PLANNING AND DESIGN
MANUAL" AND ARE APPLICABLE TO THIS PROJECT AND
HEREBY ARE CONSIDERED PART OF THE PLANS.
6.06 TEMPORARY GRAVEL CONSTRUCTION ACCESS
6.60 TEMPORARY SEDIMENT TRAP
6.62 SILT FENCE
6.63 TEMPORARY ROCK DAM
REFERENCE
0
5
4
3
DURHAM COUNTY, NORTH CAROLINA
STREAM RESTORATION PLANS
MAR R Y=JACKSON PROPERTY
NEUSE RIVER BASIN- 030202010304
JUNE 2018
M2
UT3
UT2
UT4
M1
UT1 \ •
UT5
© 2017 DigitalGlobe ©CNES (2017) Distribution Airbus DS © 2017 HERE © 2017 Microsoft Corporation
STREAM RESTORATION PROJECT AREA
PROJECT AREA LEGEND
STREAM TYPE LEGEND
PANTHER CREEEK
TRIBUTARIES TO
PANTHER CREEK
BY 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
7
SCALE IN FEET
0 1000 2000
VICINITY MAP
SCALE IN FEET
0 5000 10000
PROJECT RESTORATION LENGTHS
REACH
EXISTING (LF)
PROPOSED (LF)
Ml (PANTHER CREEK)
N 36.037967°
1,486
M2 (PANTHER CREEK)
Roza
1,192
W-78.798614°
216
890
UT2 (SB)
132
200
UT3 (SA)
264
L
'
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*
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2017 HERE © 2017 Microsoft Corporation{�
VICINITY MAP
SCALE IN FEET
0 5000 10000
PROJECT RESTORATION LENGTHS
REACH
EXISTING (LF)
PROPOSED (LF)
Ml (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*
5
4
3
2
ENGINEER
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
250 OLD WILSON BRIDGE ROAD, SUITE 250
WORTHINGTON, OHIO 43085
PHONE: [phone]
CONTACT: JOSHUA WHITE
EMAIL: [e-mail]
SURVEYOR
WITHERSRAVENEL
115 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
PIED ONT
ON SER,VATION
eo
COUNCIL. INC.
DURHAM
SAIL &WATER
FOR PERMITTING PURPOSES
NOT FOR CONSTRUCTION
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DRAWING NO.: A
ECOOO
SHEET 1 OF 17
1

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II
CONSTRUCTION SEQUENCE
A CEC PROJECT MANAGER WILL PROVIDE CONSTRUCTION QUALITY ASSURANCE DURING THE
H CONSTRUCTION PHASE OF THIS PROJECT. THE FOLLOWING CONSTRUCTION SEQUENCE
SHALL BE USED DURING IMPLEMENTATION OF THE PLAN.
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.
G 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 NC 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
F 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).
8. MAJORITY OF THE PROJECT IS OFFLINE CONSTRUCTION, CONTRACTOR WILL INSTALL
TYPICAL PUMP AROUND OPERATION WHEN SUFFICIENT FLOW IS PRESENT.
MAINSTEM OF PANTHER CREEK (M1.M2) & TRIB (UT1) CONSTRUCTION
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
E 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 #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. UT1 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
p 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
B 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.
LAS
I 26. THE CONTRACTOR SHALL ENSURE THAT THE REACH IS FREE OF TRASH AND LEFTOVER
MATERIALS PRIOR TO MOBILIZATION OF EQUIPMENT FROM THE REACH.
7
6 1 5
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 PERCENT (2%) 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
6 � 5
4
GENERAL NOTES
3 2
STRUCTURES LEGEND
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 CALL, 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.
4 � 3
1
MAP SYMBOL STRUCTURE NAME I 11 I I I I I I I I IH
TOE WOOD W/BRUSH LAYERING
ROCK CONSTRUCTED RIFFLE
1k:p. LOG VANE, ROCK J -HOOK AND ROOT
ROCK J -HOOK
BOULDER CASCADE
ROOT WAD
FOR PERMITTING PURPOSES
NOT FOR CONSTRUCTION
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DRAWING NO.: A
EC1 00
SHEET 2 OF 17
1

101111111111
©m
114111111111111
om
mm
[am
ram
0
0
0
Panther Creek & Unnamed Tributary
M1 Panther Creek
M2 Panther Creek
UT1 To Panther Creek
Reference Stream/Past projects
Parameter
Existing Stream
Design Stream
Existing Stream
Design Stream
Existing Stream
Design Stream
Min
Median
Max
Min
Median
Max
Min
Median
Max
Min
Median
Max
Min
Median
Max
Min
Median
Max
Min
Median
Max
Min
Median
Max
Flow regime
Perennial
Perennial
Perennial
Perennial
Intermittant
Intermittant
Mitigation action
Restoration
Restoration
Restoration
Restoration
Enhancement
Enhancement
Stream type (Rosgen)
C5b
C4
C5b
C4
C5b
C4b
C4
B4
Drainage area, DA (sq mi)
3.52
3.52
4.01
4.01
0.07
0.07
Mean riffle depth, dbkf (ft)
2.4
1.9
2.2
2.0
0.8
0.5
Riffle width, Wbkf (ft)
19.1
23.2
22.8
24.5
4.2
6.5
Width -to -depth ratio, [Wbkf/dbkfl
8.1
12.0
10.4
12.0
5.1
12.0
8.0
12.0
8.0
12.0
Riffle cross-section area, Abkf (sq ft)
45.0
45.0
49.9
50.0
3.5
3.5
Max riffle depth, dmbkf (ft)
3.5
2.5
3.6
2.7
1.9
0.6
Max riffle depth ratio, [dmbkf/dbkf]
1.5
1.3
1.6
1.3
2.2
1.2
1.2
1.4
1.2
1.4
Mean pool depth, dbkfp (ft)
3.5
3.4
3.2
3.6
0.9
1.1
Mean pool depth ratio, [dbkfp/dbkf]
1.5
1.8
1.4
1.8
1.0
2.0
1.5
2.0
1.5
2.0
Pool width, Wbkf p (ft)
24.0
34.9
29.7
36.7
4.5
9.7
Pool width ratio, [Wbkfp/Wbkf]
1.3
1.5
1.3
1.5
1.1
1.5
1.3
1.7
1.3
1.7
Pool cross-section area, Abkf p (sq ft)
84.1
90.0
94.5
100.0
3.9
7.0
Pool area ratio, [Abkfp/Abkfl
1.9
2.0
1.9
2.0
1.1
2.0
1.5
2.5
1.5
2.5
Max pool depth, dmbkfp (ft)
5.3
5.8
7.1
6.1
1.9
1.6
Max pool depth ratio, [dmbkfp/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
Low bank height ratio, [LBH/dmbkfl
1.8
1.0
1.8
1.0
1.3
1.0
1.0
1.1
1.0
1.1
Width flood -prone area, Wfpa (ft)
39
57
86
33
42
51
27
57
112
34
44
54
12
53
75
9
12
14
Entrenchment ratio, ER [Wfpa/Wbkf]
2.0
3.0
4.5
1.4
1.8
2.2
1.2
2.5
4.9
1.4
1.8
2.2
2.9
12.6
17.8
1.4
1.8
2.2
2.2
6.0
1.4
2.2
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
Meander length ratio [Lm/Wbkf]
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
2.0
4.5
7.0
7.0
12.0
2.0
7.0
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
32.4
Radius of curvature ratio [Rc/Wbkfl
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
2.5
3.8
5.0
2.5
5.0
2.5
5.0
Belt width, Wbif (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
32.4
51.8
Meander width ratio [Wbif/Wbkf]
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
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
Pool length ratio [Lp/Wbkf]
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/Wbkf]
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, Lrif (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, [Lrif/Wbkfl
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
2.0
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
2.3
0.9
Stream Elevation Change, SE (ft)
4.3
4.3
2.3
2.3
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
Sinuosity, k = SL/VL (ft/ft)
1.29
1.20
1.48
1.20
1.06
1.16
1.00
1.20
1.00
1.20
Riffle slope, Srif (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, [Srif/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/ft)
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, [S p/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, Ubkf = Q/A (ft/s)
4.4
4.4
4.4
2.8
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
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 (cfs)
198
127
216
233
20
5
Mannings bkf velocity, Ubkf = Q/A (ft/s)
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/ft2)
0.32
0.30
0.17
0.20
0.82
0.12
Leopold et al. - diameter mobilized (mm)
24
22
13
15
64
9
Rosgen (CO) - diameter mobilized (mm)
85
79
46
54
210
33
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FOR PERMITTING PURPOSES DRAWING NO.: A
NOT FOR CONSTRUCTION EC1 01
SHEET 3 OF 17
2 1

7 6 5
OQUINN WILLIAM V OQUINN WILLIAM V OQUINN WILLIAM V VEAZEY LENORE M
OQUINN CAROLYN A OQUINN CAROLYN A OQUINN CAROLYN A 0853-04-84-1359
0853-04-63-9646 0853-04-74-5088 � 0853-04-74-7241 �
- _ SEABOARD AIRLINE RAILWAY
EX/ST/NG STREAM
_ UT4 EX/ST/NG STREAM
UT2
- - + O
ol
20+50 21+00-21+50 220
� � O
xS
2+00 2k }
�0 3�
/ o
- O 16+50
BEGIN CONSTRUCTION x0 00 �°j ix0, 97+00
mi X12+50-- 3 �`O 7j p c
STA = 10+00 x o 15foo
ELEV = 265.23 ` ��x�0 x-0o�, x0 S0 �8x ^max o� , �, is+oo `s0 24+00 2��0
x -00 18X50+0 yl I
S
1
max. � 00
C, 7�'A
_ XOO o0 14+50
0 10+00-10+501911 , -
�O 200\ I n
' tX/J//NV J/KCHM
M1
PROPOSED BANKFULL
STREAM CHANNEL M1 0� %
O'y,
O
o�oa 141 +1 8 I 0 �,
sxoo� xp `
M1 EXISTING
TOP OF BANK
EX/ST/NG STREAM / "ofoo
UT5
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
LEGEND
PROPOSED LIMITS
OF DISTURBANCE
- - EXISTING PROPERTY LINE
D - APPROXIMATE LIMIT OF DISTURBANCE
0
+0
0 0+45 PROPOSED RELOCATED STREAM CENTERLINE
PROPOSED BANKFULL
PROPOSED STREAM CHANNEL
-267- EXISTING INDEX CONTOUR
-----266--- EXISTING INTERMEDIATE CONTOUR
*LIMITS OF DISTURBANCE = 18.85 ACRES*
NOTES
MARBREY JASON K
0853-03-92-5108
1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED BY
WITHERSRAVENEL, IN OCTOBER 2016.
A 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
7 6
EX/ST/NG PROPERTY BOUNDARY
Dmax=2.
0
1
1
1
BRANDON DAVID G VEERAINDAR GOLI
0853-04-94-1771 VEERAINDAR JEAN C
0853-02-96-3120
NORTH
EX/ST/NG STREAM
UT3
O
0
CC 0 0
O
U �
W cUn
c w
0
Z
cn
�26XOUcr
+pp 27+50 2 - - �� W
8x-00` _
�X O klixs ,32X00 3 SO -
O'
TRANSITION FROM \
M1 TO M2
STA = 24+86
ELEV = 262.06
EX/ST/NG STREAM
UT1
PROPOSED LIMITS
OF DISTURBANCE 1+00
BEGIN CONSTRUCTION O
UT1 50 l�
STA = 10+00 Ok 1
0
0
EX/ST/NG STREAM
M2
ELEV = 268.3 10+001 /
SITE PLAN
BUFFER
SLOPE VARIES WIDTH VARIES WIDTH VARIES SLOPE VARIES
0 EX. GROUND i0.50% SLOPE 0.50% SLOPE TO EX. GROUNI
Wbkf = 23.24'
5.33' 2.66'
F 0 P
4*5
Dbkf 1.26'1
TYPICAL RIFFLE SECTION
BUFFER
SLOPE VARIES WIDTH VARIES WIDTH VARIES SLOPE VARIES
0 EX. GROUND 0.50% SLOPE 0.50% SLOPE TO EX. GROUNI
Dmax=2.65
Wbkf = 24.49
5.61' 2.81'
P 4.53.3
0 DP IN
3'
Dbkf=1.33'
TYPICAL RIFFLE SECTION
BUFFER
SLOPE VARIES WIDTH VARIES WIDTH VARIES SLOPE VARIES
0 EX. GROUND 0.25% SLOPE 0.25% SLOPE TO EX. GROUNI
Wbkf = 6.48'
1.62'
F
1
2.5
Dmax--0.651-
TYPICAL
max=0.65'TYPICAL RIFFLE SECTION
1
0
Six - xop
S s0 I
0 30+00 30 ;ZOO
34+SO_
35+p,xp0
8 g3o�pX5 5� 36 +00X36+50i+7
Q, ti°' oo �ofoo
X W
PROPOSED BANKFULL ^� +
C.
STREAM CHANNEL M2 }1X50' END CONSTRUCTION
0 28 UT1 XR
^_ STA = 18+90 S
ELEV = 259.42
CJD
16XpO2i16X
'7 i 15X0026115+50 END CONSTRUCTION
_ / M2
-0214+50- � STA = 36+78
/ ELEV = 257.81
JACKSON BETTY JAMES
0863-03-03-1220
Abkf = BANKFULL AREA
Wbkf = BANKFULL WIDTH
Dmax=MAXIMUM BANKFULL DEPTH
Dbkf =MEAN BANKFULL DEPTH
TYPICAL STREAM SECTIONS M1
N.T.S.
Abkf = BANKFULL AREA
Wbkf = BANKFULL WIDTH
Dmax=MAXIMUM BANKFULL DEPTH
Dbkf =MEAN BANKFULL DEPTH
TYPICAL STREAM SECTIONS M2
N.T.S.
Abkf = BANKFULL AREA
Wbkf = BANKFULL WIDTH
Dmax=MAXIMUM BANKFULL DEPTH
Dbkf =MEAN BANKFULL DEPTH
TYPICAL STREAM SECTIONS UT1
1
0
N.T.S.
PROPOSED BANKFULL
STREAM CHANNEL UT1
RAMIREZ MARTIN
RAMIREZ CLAUDIA
0863-03-03-9368
EX/ST/NG PROPERTY BOUNDARY
BUFFER
WIDTH VARIES WIDTH VARIES
0.50% SLOPEI 0.50% SLOPE
Wbkfp = 34.86'
EXISTING GROUND5.40' 3.86EXISTING GROUND
'
FLOODPLAIN
SLOPE VARIES 10 1 SLOPE VARIES
TO EX. GROUND l.b 0.7 TO EX. GROUND
Dmax = 5.79' TYPICAL POOL SECTION
BUFFER
WIDTH VARIES WIDTH VARIES
0.50% SLOPEI 0.50% SLOPE
Wbkfp = 36.74'
EXISTING GROUNDEXISTING GROUND
5.70' 4.07'
FLOODPIP
1
SLOPE VARIES 10 1 1 SLOPE VARIES
TO EX. GROUND 1.50 .7 TO EX. GROUND
Dmax = 6.10' TYPICAL POOL SECTION
BUFFER
WIDTH VARIES WIDTH VARIES
0.25% SLOPE 0.25% SLOPE
Wbkfp = 9.72'
EXISTINGGROUND EXISTING GROUND
1.00' 1.62'
I
1
SLOPE VARIES 7 1 1 SLOPE VARIES
TO EX. GROUND 2 1 TO EX. GROUND
Dmax = 1.62' TYPICAL POOL SECTION
0
I
1�©
1.
ANY HARDWOOD TREES GREATER THAN 12"
C
MUST BE INCORPORATED WITHIN THE STREAM
z5-:
a
m
Z
PROJECT, PER DIRECTION OF ENGINEER.
H
2.
TOEWOOD MAY BE INSTALLED IN LIEU OF
J
<
ROOTWADS, PER DIRECTION OF ENGINEER.
3.
CONTRACTOR WILL REMOVE ANY INVASIVE OR
�
EXOTIC SPECIES WITHIN THE PROJECT AREA.
LAND QUALITY NOTES
It
�V�
1.
ALL IN -STREAM WORK WILL HAVE A
Lu
F
PUMP -AROUND SET UP BEFORE ANY WORK
BEGINS AND MUST PUMP 24 HOURS A DAY
m
UNTIL THE WORK IN THAT SECTION IS 100%
cn
COMPLETE AND STABILIZED WITH SEED, MULCH,
0
O
AND MATTING.
2.
ALL STREAMS THAT MUST BE CROSSED, EXISTING
1
OR NEW, WILL REQUIRE THE WOOD MAT
B
00
TEMPORARY CROSSING, IF THAT SECTION OF
STREAM IS ACTIVELY FLOWING.
3.
DO NOT CLEAR AND GRUB MORE THAN 300 FEET
o
OF THE OFF-LINE STREAM WORK AT ONE TIME.
1
ALL WORK MUST BE COMPLETED IN THAT
N
co 00
SECTION BEFORE CLEARING THE NEXT 300 FEET.
4.
DO NOT CLEAR MORE IN THE LIVE STREAM WORK
+�
AREA, BANKS INCLUDED, THAN CAN BE FINISHED
v
AND STABILIZED BY THE END OF THE DAY.
5.
THE OLD CHANNEL CANNOT BE BACKFILLED UNTIL
M
co
c0
co
THE NEW CHANNEL FOR THAT SECTION HAS BEEN
COMPLETED AND STABILIZED.
REFERENCE
MARBREY JASON K
0853-03-92-5108
1. TOPOGRAPHIC INFORMATION BASED UPON SURVEY CONDUCTED BY
WITHERSRAVENEL, IN OCTOBER 2016.
A 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
7 6
EX/ST/NG PROPERTY BOUNDARY
Dmax=2.
0
1
1
1
BRANDON DAVID G VEERAINDAR GOLI
0853-04-94-1771 VEERAINDAR JEAN C
0853-02-96-3120
NORTH
EX/ST/NG STREAM
UT3
O
0
CC 0 0
O
U �
W cUn
c w
0
Z
cn
�26XOUcr
+pp 27+50 2 - - �� W
8x-00` _
�X O klixs ,32X00 3 SO -
O'
TRANSITION FROM \
M1 TO M2
STA = 24+86
ELEV = 262.06
EX/ST/NG STREAM
UT1
PROPOSED LIMITS
OF DISTURBANCE 1+00
BEGIN CONSTRUCTION O
UT1 50 l�
STA = 10+00 Ok 1
0
0
EX/ST/NG STREAM
M2
ELEV = 268.3 10+001 /
SITE PLAN
BUFFER
SLOPE VARIES WIDTH VARIES WIDTH VARIES SLOPE VARIES
0 EX. GROUND i0.50% SLOPE 0.50% SLOPE TO EX. GROUNI
Wbkf = 23.24'
5.33' 2.66'
F 0 P
4*5
Dbkf 1.26'1
TYPICAL RIFFLE SECTION
BUFFER
SLOPE VARIES WIDTH VARIES WIDTH VARIES SLOPE VARIES
0 EX. GROUND 0.50% SLOPE 0.50% SLOPE TO EX. GROUNI
Dmax=2.65
Wbkf = 24.49
5.61' 2.81'
P 4.53.3
0 DP IN
3'
Dbkf=1.33'
TYPICAL RIFFLE SECTION
BUFFER
SLOPE VARIES WIDTH VARIES WIDTH VARIES SLOPE VARIES
0 EX. GROUND 0.25% SLOPE 0.25% SLOPE TO EX. GROUNI
Wbkf = 6.48'
1.62'
F
1
2.5
Dmax--0.651-
TYPICAL
max=0.65'TYPICAL RIFFLE SECTION
1
0
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0 30+00 30 ;ZOO
34+SO_
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X W
PROPOSED BANKFULL ^� +
C.
STREAM CHANNEL M2 }1X50' END CONSTRUCTION
0 28 UT1 XR
^_ STA = 18+90 S
ELEV = 259.42
CJD
16XpO2i16X
'7 i 15X0026115+50 END CONSTRUCTION
_ / M2
-0214+50- � STA = 36+78
/ ELEV = 257.81
JACKSON BETTY JAMES
0863-03-03-1220
Abkf = BANKFULL AREA
Wbkf = BANKFULL WIDTH
Dmax=MAXIMUM BANKFULL DEPTH
Dbkf =MEAN BANKFULL DEPTH
TYPICAL STREAM SECTIONS M1
N.T.S.
Abkf = BANKFULL AREA
Wbkf = BANKFULL WIDTH
Dmax=MAXIMUM BANKFULL DEPTH
Dbkf =MEAN BANKFULL DEPTH
TYPICAL STREAM SECTIONS M2
N.T.S.
Abkf = BANKFULL AREA
Wbkf = BANKFULL WIDTH
Dmax=MAXIMUM BANKFULL DEPTH
Dbkf =MEAN BANKFULL DEPTH
TYPICAL STREAM SECTIONS UT1
1
0
N.T.S.
PROPOSED BANKFULL
STREAM CHANNEL UT1
RAMIREZ MARTIN
RAMIREZ CLAUDIA
0863-03-03-9368
EX/ST/NG PROPERTY BOUNDARY
BUFFER
WIDTH VARIES WIDTH VARIES
0.50% SLOPEI 0.50% SLOPE
Wbkfp = 34.86'
EXISTING GROUND5.40' 3.86EXISTING GROUND
'
FLOODPLAIN
SLOPE VARIES 10 1 SLOPE VARIES
TO EX. GROUND l.b 0.7 TO EX. GROUND
Dmax = 5.79' TYPICAL POOL SECTION
BUFFER
WIDTH VARIES WIDTH VARIES
0.50% SLOPEI 0.50% SLOPE
Wbkfp = 36.74'
EXISTING GROUNDEXISTING GROUND
5.70' 4.07'
FLOODPIP
1
SLOPE VARIES 10 1 1 SLOPE VARIES
TO EX. GROUND 1.50 .7 TO EX. GROUND
Dmax = 6.10' TYPICAL POOL SECTION
BUFFER
WIDTH VARIES WIDTH VARIES
0.25% SLOPE 0.25% SLOPE
Wbkfp = 9.72'
EXISTINGGROUND EXISTING GROUND
1.00' 1.62'
I
1
SLOPE VARIES 7 1 1 SLOPE VARIES
TO EX. GROUND 2 1 TO EX. GROUND
Dmax = 1.62' TYPICAL POOL SECTION
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/ OQUINN WILLIAM V 0 UINN \ `
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OQUINN WILLIAM V - �/ 0853-04-74-5088 \\; `` \ _i/ 1
1'rte ` >� i-'� -- INTO PROPOSED CHANNEL
OQUINN CAROLYN A /� TIE EXISTING UT4 ✓ \ \� \ TIE EXISTING UT2
0853-04-63-9646 -� - =� _=
/ I \ / `� \ INTO PROPOSED CHANNEL �� �Z�__--- ���/ �� \�
r��) \ (NO RESTORATION TO OCCUR) J �_ `---_ /\ (NO RESTORATION TO OCCUR)
21+00 21+50 ??r,� `� I \ \� `j . 26+50 27+00
201+ 50
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BEGIN CONSTRUCTION+o
/ x
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3 2 1
BRANDON DAVID G S/\\\ ���
0853-04-94-1771 , �I \ \l 4 /( I
VEERAINDAR GOLI
VEERAINDAR JEAN C
0853-02-96-3120
,1171 NORTH
\\ \ J L� \// n TIE EXISTING UT3 CE o
INTO PROPOSED CHANNEL O
(NO RESTORATION TO OCCUR)�I\ /� (_ \�- U
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24+00
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,9 1 + 3�5�g,0..�► /+'\32\+ 00\ \I \ I3� xo0 \
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L\
�� \ / ✓ STREAM CHANNEL M1 x`' iI 1 //� \ STREAM CROSSING IN
TRANSITION FROM
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°° / / / / ��� \ �\ \ STA = 24+86 PROPOSED STAGING y'<op�2 7
%� x ,✓ � A \ ELEV = 262.06 � `` VI ��
AND STOCKPILE AREA
END CONSTRUCTION
/ EX/ST/NG STREAM \� ���;,. `� / 09 -. UTl ) ��� I\ /,
1 `• \ STA = 09+19 /
+.
M2 i `� / END CONSTRUCTION
�r �/ / / ^ J \� \ \ \ \ I \ 1. +so ELEV = 258.7 � ► I� \�
\ �_ —✓ s Ooh- 1 �x10
p //� / / �� \ \ \ \ 1 ( Za+oo ��s ,5 p0 2s+off \ fC �� .� �-� M2
TIE EXISTING UT5 ` o p3+50 O
/ �� A\� 1 \ \ I v \ �� – I� STA = 36+78
INTO PROPOSED CHANNEL%��- ` ° — PROPOSED ROCK DAM
\ J Z \ V A v 1 003��+so ELEV = 257.81
✓ +
(NO RESTORATION TO OCCUR)
^ I
-FENCE
,1+50EX/ST/NG STREAM
PROPOSED LIMITS
\I\/ � V _/ (I (J J \ \\ \ OF DISTURBANCE ✓\\\v �i \\\ o Ji,�;;�_1' _ ! —1` _ �. PROPOSED TEMPORARY ,
PROPOSED TEMPORARY — �� �/ / ///=��/ II
SILT FENCE
/ \ STREAM CROSSING \ ( �
1
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
• /� // // �/ %' �\���- .����\��� _ -- ����=_r--��////%ii.mo� �./,/�/��^� /\�A\\— ' --'Ir / �///� / �' // �A \ \\\ �\\ A \\I\\ \\\\ \\\� %\ \ A�1\\\I� �\ ,\ <�< ��ii��,�\�(II "/ % �/j/%'%/// /%�����—%�� =�-�-������_—����_�/,��//% �/�:-:��'�J_—_���—
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UT1 – \\ \ �\ \\\
STA 10+00
1 ELEV = 268.3 EX/ST/NG STREAM �\ \ \ — i' \ \ \\ \\ \� \ \ \�/
UT1
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I1 / \ \ = RAMIREZ MARTIN
\ - \ ��\\\\ \ \ \ \ \ \ \ \\ \ _ RAMIREZ CLAUDIA
EX/ST/NG ACCESS ROAD �—\—/ \\\\ �� �- \ \ \
ii'� TO BE UT/L/ZED-�\ \` \ �\ < -r/ / \ / 1 >) \ 11 I / 11 1 / l/ Il�\\\ll\I - / ((I // (11 11( < <\\1 l I I �h \ \\ \ ) \/�� - \ \ 1 \\��\ \ \ I I `\ \ \ \� 0863-03-03-9368
11o 1 J////lIIII I III 11�I\ \\ \ \-�\ / /1 \ ��\�� �� ��-•` \ \ \ \ \� \\ \ \ \�-
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'1 � 1�/�_�ll 1 \ \ 1�\ \ \ 1 I\\ \ 1 I\ � \ \ 1 I J \ I �\ I 1 ti l �\t (\ \��\-J/7/
E & S PLAN \�\III \Ji �II \\ 1 I�\\\I�I 11 \ \ 1 \\� \ \ \�\ \\� \ A
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SCALE IN FEET \1 J/1 1 I ) J I i / / /
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LAND QUALITY E&S GROUND COVER STABILIZATION
NEW STABILIZATION TIMEFRAMES
Site Area Description
Stabilization
Timeframe Exceptions
❑) Perimeter dikes, swales. ditches and slopes
7 days
None
1 High Quality Water (HOW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are not
Steeper than 2:1, 14 days are allowed.
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 HQW Zones.
GROUNDCOVER SHALL BE IN ACCORDANCE WITH NPDES CONSTRUCTION
STORMWATER GENERAL PERMIT NCGO10000 AND PERMANENT GROUNDCOVER FOR
ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS
(WHICHEVER IS SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT.
7
M
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.0RG/WEB/LR/EROSION. IF YOU
HAVE QUESTIONS, PLEASE CONTACT THE LAND QUALITY SECTION AT
A DEQ REGIONAL OFFICE AT 919.791.4200.
5 1 4
'LIMITS OF DISTURBANCE = 18.85 ACRES'
SEDIMENT & EROSION CONTROL LEGEND
SF - SILT FENCE
- APPROXIMATE LIMIT OF DISTURBANCE
EXISTING PROPERTY LINE
-
TEMPORARY CONSTRUCTION ENTRANCE
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OQUINN CAROLYN A \, OQUINN CAROLYN A OQUINN CAROLYN A 0853-04-84-135\ / /\\- �- 9
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10�- - v 1
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`/I� \��1 , 1/ Z
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EX/ST/NG WETLAND UT3 --� ��� A`- /�� AV IV p
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BEGIN CONSTRUCTION �� �, / J / oxo 00 ��^o i 00` 17+00 00 `L�� 'Ix SO` L x�0� �o \X / `\ \\ \\ -
/� M1 t 12+507 >> o `� 19foo 5` ee -o o \ a
STA = 10+00 00 XOO ^ o S0 x -26g x O I x O
ELEV = 265.23 \ Ox 00 X j �, 6-0-00 ; S 24+00 2� `�Q ° � 'N 0 _J �x �� \ -AM
w
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0 10+00-10+50 y / �-� _ _ L
\ �� -�� \ . �Ox _ M2 00 k50 35+0� x35 �� fns_ 00 4 1J
1X0 2xo // 6'j �� J 1 \\� \\ \�\ +0 1\9x 1a 50 36+00-36+50i+78 38
LEGEND
1
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EX/ST/NG STREAM - / J \ \\ \\ \ - - o =� �- \ \ 1 \ C�/ V 00
\\ TRANSITION FROM o PROPOSED BANK, } 50 / o M�
271 // o STREAM CHANNEL M2 k
x / \ N 265 V / II o\\w
272 J / \� O 2 rn�' END CONSTRUCTION \ / �V �l� _ \ �
PROPOSED BANKFULL �l �"� 8�'
I 0 \ STA = 24+86 UT1 \ ,� J ul
STREAM CHANNEL M1 0 % / / / �� \ EX/ST/NG STR / o �� \ '\ \ I Is + O
x / / \ \ ELEV = 262 06 / x � � STA = 18+90 \�� / h
PROPOSED STREAM
UT5
EX/ST/NG WER
TO RE)
EX/ST/NG
I
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
0+00 0+45
r urs N / � j
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vi
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i - 716k�'0 / �s ELEV = 259.42 / \y ��\Il/� \\ \ �/ O
/\/ ( �i
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! \2 ) ^I END CONSTRUCTION
x00 // / / I L\\ / n� JQ 5k0 26rw-� �. 68 �I v �/ M2 +� 00
,Z /// ///�/ , PROPOSED LIMITS \ -� �k00 2e1'3+50. xp\e , ..,��6p \ l- STA_ O
OF DISTURBANCE �+00 foo� _ 01,4+50e _ �� J - \ I \l ELEV =36+78 0 257 81 ?� 00
OFV(JT %_
12+OOirr _�- -���
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JACKSON BETTY
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\ MARBREY JASON K =Z /// / vvvV\ \A\v\\�� v A v �" �� L �I�\till 11 / /// 0863-03-03-1220\��= //� - ��� �AV\Avv\ vv vwv�_= v 7� l LO
_SEX/ST/NG PROPERTY BOUNDARY =�� / �\ \\\\ \\\\ \\\ \ \\ \ �� \\ \ 111 ///j // ,��� \ fes-/--\� \\\\\���-\�\\\_� / /�. RAMIREZ CLAUDIA 0 a�
/ PROPOSED LIMITS-- 0853-03-92-5108 �� \\\�\ \ I =\� hl
�=.yam i� '� / i i�.^ \ \ \ \ \ \ 1 \ \\ \ III ll/ r// r
OF DISTURBANCE -<-�--- tip- --// 1 \��\\.\�\\�\\\,\ � \\\ \\ \\ 0863-03-03-9368 .,� _
- \\\\ I IY//\\\�11IIfJJ//// 11 l ///�� i���\\\\ �\ \- ��)1`\\ \SITE PLAN �\ 111 �//�/ / ///,\�� J \\ \ \
� \\\ \11( /'--'�� -- �%�i �� ��/;-�� � � L \\ \`'�.� �/ � -� /\ \• � -�i� \ I o
I II IIS(/�////J 11 \
J / / \\ \ \ \
/
\ ) _`� / ✓/�- i1 i%�J/ \\� \ -_� i �� /-/v SCALE IN FEET vo)
\ _
•�I\ I ) �/ ��/\ i �� /J - - \ \��✓�\ l\ '//�///�TING PROPERTY BOUNDARY
Moog
0 100 20o/ll/�J1
�) O
V LO
\\_
tJ //i-���i��ijii✓ /��/���\� \ \ 1� \ 1J�1 4 / / l l IIII / \ 1 �� \�\ \ \ �\ �\\\ ✓/\ \\ \ \ \\_ •r+
�� \� \_�� \�\II J I \�dj, (�/ll� l f (/IIIIII`(I l l 1 \ \ I \ > - \ \\ \���\� \\\J/ \ \ \ _
�� �\\` \ \� l-1— r// \ / /1 >1 \1\ / //lJ J11llU�l�\\\l \1 -/ 1 I III //II 1111 IIII \<<I\\\III �\ \ \ \ G 1 \��\ \ \ \ t\ \�\��\\\� I I `\ \\ \
\ N
EXISTING PROPERTY LINE
APPROXIMATE LIMIT OF DISTURBANCE
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 = 18.85 ACRES*
EXISTING WETLAND
INSIDE
A01 =
0.403Ac
IMPACTED WETLAND
INSIDE
A01
= 0.242Ac
PROPOSED VERNAL
POOL
AREA
INSIDE A01 = 2.164
7
FOR PERMITTING PURPOSES
NOT FOR CONSTRUCTION
11
VERNAL POOL 4-
re-
1 VERNAL POOL 1
1-1� --Iww
VERNAL POOL 3
—
VERNAL POOL
PLAN
SCALE IN FEET
0 150 300
5 1 4
VERNAL POOL 5
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
r ---TOTAL
2.164
3
VERNAL POOL 7
7�
VERNAL POOL 8
2
VERNAL POOL 9
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SHEET 8 OF 17
1

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0
1
POINT OF CURVATURE
ON-SITE STREAM ALLUVIUM (IF
AVAILABLE), OTHERWISE USE A
WELL GRADED MIX OF CLASS A,
CLASS B, AND #57 STONE. A
MIXTURE OF ALLUVIUM AND WELL A
GRADED MIX MAY ALSO BE USED
FOR BACKFILL.
HEADER LOG
20'-30'
NON -WOVEN GEOTEXTILE FABRIC
(TYPE II)
ROOTWAD SHALL
EXTEND INTO BANK
A MIN. OF 10 FT.
ROOTWAD INSTALLED
UNDER LOG VANE
ANCHOR BOULDER
(THIS SHEET)
POINT OF TANGENCY
/FN,
whk
c
?qN F3
U<G aq�3
B FUC( eqA z3
�0 USC
/
a
- FOOTER
LOG
MIDPOINT
OF CURVE
PLAN
0
1
LOGS BURIED
5 -FT. MIN.
UNDER STREAMBED
TOP OF BOULDER
AT INVERT ELEV.
1
TOP OF BOULDER 5 FT. SILL
AT INVERT ELEV. PAST
HEADER
BANKFULL
ON-SITE STREAM ALLUVIUM (IF SILL
AVAILABLE), OTHERWISE USE A
BOULDERS BOULDER
WELL GRADED MIX OF CLASS A, BANKFULL
CLASS B, AND #57 STONE. A
MIXTURE OF ALLUVIUM AND WELL
/
GRADED MIX MAY ALSO BE USED
FOR BACKFILL.
HEADER BOULDERS
NON WOVEN GEOTEXTILE FABRIC
(TYPE II)
A (THIS DETAIL) FOOTER LOG \
SECTION A -A
5 FT. SILL EXISTING GROUND
PAST BANKFULL
ANKFULL
- FOOTER BOULDERS
HEADER AND FOOTER LOGS
SHALL BE PLACED INTO
THE EXISTING SUBSTRATE
SECTION B -B
FOOTER BOULDERS
STREAMBED
NOTES:
6. NON -WOVEN GEOTEXTILE FABRIC (TYPE II) SHALL BE INSTALLED ON THE UPSTREAM SIDE OF
1. A HYDRAULIC EXCAVATOR, WITH A HYDRAULIC THUMB, SHALL BE USED TO PLACE BOULDERS THE ROCK J -HOOK 1/4 -INCH FROM THE TOP OF THE ROCK. THE NON -WOVEN GEOTEXTILE
AND LOGS. FABRIC SHALL BE BURIED IN THE BOTTOM OF THE CHANNEL AND SHALL BE PLACED THE
ENTIRE LENGTH OF STRUCTURE.
2. LOGS SHALL BE RELATIVELY STRAIGHT, HARDWOOD, AND RECENTLY HARVESTED AND EXTENDED
INTO THE BANK 6 -FT. 7. ROOT WAD SHALL BE PLACED BENEATH THE HEADER LOG AND PLACED SO THAT IT LOCKS
THE HEADER LOG INTO THE BANK.
3. LOG VANE SHALL EXTEND FROM THE BOTTOM OF THE BED ELEVATION TO THE HEAD OF THE
VANE AT A MIN. DEPTH OF 1/2 BANKFULL ELEVATION THE LOG VANE ARM HAS A SLOPE OF 8. BACKFILL STRUCTURE WITH EXCAVATED ON-SITE STREAM ALLUVIUM (IF AVAILABLE), OTHERWISE
2%-4%. HEADER AND FOOTER LOGS SHALL BE TIED SECURELY INTO THE BANK IN SUCH A USE A WELL GRADED MIX OF CLASS A, CLASS B, AND #57 STONE. A MIXTURE OF ALLUVIUM
WAY THAT ELIMINATES THE POSSIBILITY OF STREAM FLOW DIVERTING AROUND THEM. AND WELL GRADED MIX MAY ALSO BE USED FOR BACKFILL.
4. NON -WOVEN GEOTEXTILE FABRIC (TYPE II) SHALL BE INSTALLED ON THE UPSTREAM SIDE OF 9• SOIL SHALL BE COMPACTED WELL AROUND BURIED PORTIONS OF LOG WHILE CREATING A
THE STRUCTURE 1/4 DIAMETER LENGTH FROM THE TOP OF THE LOG. THE NAILS SHALL BE SMALL POCKET BETWEEN THE HEADER LOG AND THE OUTSIDE BANK.
NO GREATER THAN 12 INCHES ON CENTER. THE WOVEN GEOTEXTILE FABRIC SHALL BE
BURIED IN THE BOTTOM OF THE CHANNEL AND SHALL BE PLACED THE ENTIRE LENGTH OF 10. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ON-SITE CONSTRUCTION
STRUCTURE. OBSERVER.
5. BOULDERS SHALL BE PLACED ON TOP OF HEADER LOG FOR ANCHORING. 1/3 OF THE WAY 11. ITEMS IN THIS DETAIL ARE A GRAPHICAL ILLUSTRATION AND DO NOT SPECIFY THE ACTUAL
ACROSS THE CHANNEL FROM THE OUTSIDE BANK, THE HEADER ROCK SHALL BE PLACED AT QUANTITY OF MATERIALS (I.E. LOGS, BOULDERS, STONE, ETC.) TO BE USED FOR
THE CHANNEL INVERT ELEVATION. HEADER BOULDERS TO BE PLACED 0.10 -FT. TO 0.25 -FT. CONSTRUCTION.
APART WITH MINIMUM DIAMETER OF 1.5 FT.
DETAIL NO. 1
LOG J -HOOK
0
1
PAP
POINT OF
CURVATURE
NON -WOVEN
GEOTEXTILE FABRIC
(TYPE II)
HEADER BOULDERS T \
ON-SITE STREAM
ALLUVIUM (IF
AVAILABLE), OTHERWISE
USE A WELL GRADED
MIX OF CLASS A, 20' TO 30' /
CLASS B, AND #57 )`
STONE. A MIXTURE OF l
ALLUVIUM AND WELL
GRADED MIX MAY ALSO Sz 6 �
BACKFILL.BE D FOR egNkF��p4s;?. _ r / QO&
B
SILL
BOULDERS
MID POINT
OF CURVE
POINT OF
TANGENCY
PLAN VIEW
1
2
FOR PERMITTING PURPOSES
NOT FOR CONSTRUCTION
B (THIS DETAIL)
ON-SITE STREAM ALLUVIUM (IF
UE A
1�` GRADEDLMIX OOF CLASS AS CLA SELL B, BOUDLDERS
AND #57 STONE. A MIXTURE OF
ALLUVIUM AND WELL GRADED MIX
MAY ALSO BE USED FOR BACKFILL.
TOP
I OF BOEL D R A STREAMBED-
AT `\/\ /\/ -
�- \
FOOTER
A (THIS DETAIL) BOULDERS
NON -WOVEN
FOOTER BOULDERS GEOTEXTILE SECTION A -A
FABRIC
(TYPE II)
6 FT. SILL
PAST BANKFULL
MIN.
5 FT. SILL
PAST BANKFULL MIN
BANKFULL
SILL HEADER BOULDERS
BOULDERS 7 /f
BANKFULL
SLOPE
\%
�
FOOTER BOULDERS WILL BE PLACED
INTO THE EXISTING SUBSTRATE A
MINIMUM OF THE BOULDER DIAMETER
NOTES: SECTION B -B
1. ALL BOULDERS SHALL BE A MINIMUM DIAMETER OF 3 FT.
2. GAPS BETWEEN BOULDERS SHALL BE MINIMIZED BY FITTING BOULDERS TOGETHER, AND PLUGGING WITH STRUCTURE STONE
CLASS A AND SELECT MATERIAL AND LINED WITH FILTER FABRIC. THE CONTRACTOR WILL BE REQUIRED TO FIT BOULDERS
TIGHTLY.
3. DIMENSIONS AND SLOPES MAYBE ADJUSTED TO FIT BY THE ENGINEER.
4. A DOUBLE FOOTER BOULDER SHALL BE UTILIZED IN SAND BED MATERIAL.
5. VANE ARM SHALL TIE INTO THE BANK HALFWAY BETWEEN THE CHANNEL INVERT AND BANKFULL ELEVATIONS. THE ARM
SHALL RISE AT 2%-4% FROM THE CHANNEL INVERT AT AN ANGLE OF 20-30 DEG FROM THE ADJACENT TANGENT LINE.
6. FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM SIDE OF THE VANE STRUCTURE TO PREVENT WASHOUT OF SEDIMENT
THROUGH BOULDER GAPS. FILTER FABRIC SHALL EXTEND FROM THE BOTTOM OF THE FOOTER BOULDER TO THE FINISHED
GRADE ELEVATION AND SHALL BE PLACED THE ENTIRE LENGTH OF THE STRUCTURE.
7. ALL MATERIALS ARE TO BE APPROVED BY THE ENGINEER OR THE ENGINEER'S ON-SITE CONSTRUCTION OBSERVER.
DETAIL NO. 2
ROCK J -HOOK
N.T.S. N.T.S.
NOTES:
1. CONSTRUCTED ALLUVIAL RIFFLES ARE GRADE CONTROL AND HABITAT ENHANCEMENT MEASURES ANKFULL WIDTH (Wbkf DETAIL NO. 4
THAT ARE USED TO MAINTAIN GRADE OF UPSTREAM POOLS, OXYGENATE WATER, AND PROVIDE
HABITAT FOR EPIFAUNA AND FISH. THESE STRUCTURES ARE TYPICALLY USED IN LOWER
GRADIENT STREAMS WITH OVERALL SLOPES LESS THAN 2% THIS DETAIL CAN BE USED FOR LOW FLOW CHANNEL BOULDER CASCADE
CONSTRUCTING RIFFLES USING NATURAL ALLUVIUM CONSISTING OF BOULDERS, COBBLES, AND
\ GRAVEL OR SPECIFIED SELECT MATERIAL. 1/3 1/3 �11/3
1 ,000
{ 2. CONSTRUCTED ALLUVIAL RIFFLES SHOULD BE PLACED AT THE STATIONS, OFFSETS, ELEVATIONS, ON-SITE STREAM ALLUVIUM (IF AVAILABLE)
goo ?0000 I AND GEOMORPHIC POSITIONS INDICATED ON THE STREAM MITIGATION DATA TABLE, STREAM OTHERWISE USE A WELL GRADED MIX OF CLASS A
MITIGATION PLAN, AND THIS DETAIL, OR AS DIRECTED BY THE ENGINEER. AT A MINIMUM, THE
po 0o A, CLASS B, AND #57 STONE. A MIXTURE OF
000 000 BANKFULL, INNER BERM, AND LOW -FLOW CHANNEL WIDTHS; INVERT ELEVATIONS AT HEAD AND ALLUVIUM AND WELL GRADED MIX MAY ALSO BE
Foo -
BOTTOM OF RIFFLE; ESTIMATED ROCK THRESHOLD SIZE; AND ALLUVIUM OR SELECT MATERIAL
0o CLASSIFICATION AND DEPTH SHOULD BE SPECIFIED IN THE STREAM MITIGATION DATA TABLE. USED FOR BACKFILL. 1 �1
Oo o
LOG, ?000 3. REFER TO "SPECIAL NOTES FOR STREAM DESIGN". B Pc I 00 I BOULDER
ON-SITE STREAM ALLUVIUM (IF AVAILABLE), 4. CONSTRUCTED ALLUVIAL RIFFLES ARE PLACED IN THE STRAIGHT SECTIONS OF THE CHANNEL I ro 4z I - (TYP.)
'oo�� I OTHERWISE USE A WELL GRADED MIX OF CLASS BETWEEN MEANDER BENDS (I.E., BETWEEN UPSTREAM POINT OF TANGENCY AND DOWNSTREAM
� A, CLASS B, AND #57 STONE. A MIXTURE OF POINT OF CURVATURE), AS INDICATED ON THE STREAM MITIGATION PLANS.
°o° 00 - -j B (THIS SHEET'
C of 0 00 ALLUVIUM AND WELL GRADED MIX MAY ALSO BE BOULDERS TO BE PLACED AT - - 00 '
ao 0 000 I 5. ALLUVIUM OR SELECT MATERIAL FOR CONSTRUCTED RIFFLES SHALL CONSIST OF COARSE wr P
A USED FOR BACKFILL. SUBSTRATE (GRAVEL, COBBLE, AND BOULDER). A MIXTURE OF SIZES OF ALLUVIUM OR SELECT 45' TO 55' ANGLE TO Wbkf _
MATERIALS, AS SPECIFIED ON THE STREAM RESTORATION PLAN SHEETS, SHOULD BE USED FOR
00 SUBSTRATE IN RIFFLE AND RUN HABITATS. COARSE ALLUVIUM EXCAVATED FROM THE EXISTING
STREAM BED, WHICH MEETS THE SPECIFIED SIZE CLASSIFICATION, IS THE PREFERRED MATERIAL J
CONTROL POINT .� 0 4 �� ' SURFACE BOULDER
POINT OF TANGENCY \ \O� TO USE FOR SUBSTRATE RESTORATION. REFER TO SUBSTRATE RESTORATION INFORMATION. 00
(PT) 6. CONSTRUCT ALLUVIAL RIFFLES BY:
6.1. SHAPE THE CHANNEL AND FLOODPLAIN TO THE SPECIFIED GRADES AND DIMENSIONS. V
6.2. EXCAVATE ENOUGH BED MATERIAL TO PLACE SUBGRADE MATERIAL, IF SPECIFIED, AND I
PLAN COARSE ALLUVIAM OR SELECT MATERIAL FOR THE RIFFLE TO ACHIEVE THE SPECIFIED INVERT
ELEVATIONS. IF THE CHANNEL IS DESIGNED WITH AN INNER BERM, KEY THE COARSE
ALLUVIUM OR SELECT MATERIAL INTO THE BANKS EXTENDING ENTIRELY UNDER THE INNER
BANKFULL WIDTH -I - - - L J,--
BERM. IF THE CHANNEL LACKS AN INNER BERM, KEY THE COARSE ALLUVIUM OR SELECT
COIR FIBER EROSION (Wbkf) COIR FIBER EROSION MATERIAL INTO THE BANKS EXTENDING ALONG THE TOE. \ 00 I I_ FOOTER
CONTROL BLANKET CONTROL BLANKET 6.3. PLACE THE COARSE ALLUVIUM OR SELECT MATERIAL IN SIX-INCH LIFTS AND COMPACT EACH
Wbkf
LOW LIFT WITH THE BUCKET OF THE EXCAVATOR. I BOULDER
FLOW �J 6.4. INSTALL THE ALLUVIAL RIFFLE AT THE INVERTS SPECIFIED IN THE PLANS AND THEN CHECK
\� CHANNEL THE ELEVATIONS OF THE INVERTS WITH SURVEY EQUIPMENT.
�\ 6.5. PLACE SOIL OVER THE TOP OF THE COARSE ALLUVIUM OR SELECT MATERIAL KEYED INTO
Loo -
THE INNER BERM OR STREAM BANK AND GRADE THE INNER BERM/BANKS TO THE A
SPECIFIED ELEVATIONS.
B (THIS SHEET)
7. THE CONSTRUCTED ALLUVIAL RIFFLE MATERIAL SHALL BE FINISHED TO CREATE A SMOOTH ON-SITE STREAM ALLUVIUM (IF AVAILABLE),
SECTION B -B ON-SITE STREAM ALLUVIUM (IF AVAILABLE), PROFILE, WITHOUT AN ABRUPT JUMP/TRANSITION BETWEEN THE UPSTREAM POOL -GLIDE AND OTHERWISE USE A WELL GRADED MIX OF CLASS PLAN VIEW
OTHERWISE USE A WELL GRADED MIX OF CLASS THE RIFFLE, OR AN ABRUPT DROP/TRANSITION BETWEEN THE RIFFLE AND THE DOWNSTREAM A, CLASS B, AND #57 STONE. A MIXTURE OF
HEAD OF RIFFLE A, CLASS B, AND #57 STONE. A MIXTURE OF RUN -POOL. THE FINISHED CROSS-SECTION OF THE RIFFLE MATERIAL SHALL GENERALLY MATCH ALLUVIUM AND WELL GRADED MIX MAY ALSO BE
ALLUVIUM AND WELL GRADED MIX MAY ALSO BE THE SHAPE AND DIMENSIONS SHOWN ON THE RIFFLE TYPICAL SECTION WITH SOME VARIABILITY USED FOR BACKFILL. BANKFULL
USED FOR BACKFILL. OF THE THALWEG LOCATION AS A RESULT OF PLACEMENT OF LARGER SUBSTRATE, SUCH AS
BOULDERS.
STREAM BED
GL RIFF 8. THE END OF RIFFLE CONTROL POINT MAY TIE IN TO A DRAINAGE STRUCTURE OR OTHER - SURFACE BOULDER
Oo �O�o 16" MIN DEPTH
SECTION A -A
IN -STREAM STRUCTURE (E.G. - J -HOOK VANE, LOG OR BOULDER SILL, ETC.). AT A MINIMUM _ (NP )
COIR FIBER ROLLS SHOULD BE CONSIDERED TO PROTECT THE OUTER BEND DOWNSTREAM OF
THE CONSTRUCTED ALLUVIAL RIFFLE.
����o o°• FLOW
9. RE -DRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED -
FOLLOWING INSTALLATION OF IN -STREAM STRUCTURES AND SHALL BE CONSIDERED INCIDENTAL °��
70_ POOL TO CONSTRUCTION. °08 0 0�3� o� 04 0 00
0 0 00 0o OooOoo°a,000.
. �
10. COIR FIBER EROSION CONTROL BLANKET SHALL BE INSTALLED ABOVE THE LOW -FLOW CHANNEL NON -WOVEN `" o°° �00� o�
'+o0l��nonnoOp?Op0
GEOTEXTILE FABRIC0o. o�oo�oo�oo� opo 0000°
OF THE RIFFLE. o 00 00°0 o 0000°0°
(TYPE II) FOOTER BOULDER ^ ^na000�a
DETAIL N O. 3 11 • ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ON-SITE CONSTRUCTION (TYP) SELECT MATERIAL ^000 °0
OBSERVER.
ROCK CONSTRUCTED RIFFLE SECTION A -A
12. CONSTRUCTED ALLUVIAL RIFFLES PAYMENT SHALL INCLUDE ALL MATERIALS, EQUIPMENT, AND
LABOR TO CONSTRUCT THE ALLUVIAL RIFFLE.
N.T.S.
7 6 5 4 3
N.T.S.
BANKFULL WIDTH (Wbkf)
LOW FLOW CHANNEL
" 00°0°0°00°0o' SURFACE BOULDER o0"000°opO1,
��� •� f�q o�0000�
oo° ,
--'a �%
0 0°o rc
..,o o • 04.°0°
I • o Ov0 G /O �✓0 JO c oo'
FOOTER BOULDER-/
NON -WOVEN
SECTION B -B GEOTEXTILE FABRIC
(TYPE II)
STREAMBED
NOTES:
1. THIS DETAIL CAN BE USED FOR CONSTRUCTING LOG AND BOULDER CASCADES FOR HYDRAULIC SLOPES
GREATER THAN 4%.
2. CASCADE STEPS SHALL BE CONSTRUCTED WITH 1 ROW OF FOOTER BOULDERS OR LOGS AND 1 ROW OF
HEADER BOULDERS OR LOGS.
3. PLACE HEADER BOULDERS OR LOGS SLIGHTLY UPSTREAM ON TOP OF THE FOOTER BOULDERS OR LOGS.
4. PLACE BOULDERS AND BACKFILL WITH ON-SITE STREAM ALLUVIUM (IF AVAILABLE) OTHERWISE USE A WELL
GRADED MIX OF CLASS A, CLASS B, AND #57 STONE. A MIXTURE OF ALLUVIUM AND WELL GRADED MIX
MAY ALSO BE USED AS BACKFILL.
5. THE GEOTEXTILE FABRIC SHALL EXTEND FROM THE BOTTOM OF THE FOOTER TO THE FINISHED GRADE
ELEVATION AND SHALL BE PLACED THE ENTIRE LENGTH OF THE STRUCTURE.
6. CASCADES SHALL BE CONSTRUCTED SO THAT LOW FLOW IS CENTERED WITHIN THE CENTER 1/3 OF THE
BANKFULL CHANNEL.
7. CASCADE STEPS SHALL SLOPE 2-4% WITH THE HIGHEST PORTION OF THE STEP ON THE DOWNSTREAM
LEADING EDGE.
4. REFER TO THE THALWEG PROFILE(S) FOR DROP HEIGHT BETWEEN CASCADE STEPS.
5. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSITE CONSTRUCTION OBSERVER.
0
■ Cl
}
MIN. LOG
MIN.
DIA. (IN.)
BOULDER
c
DIA. (FT.)
18
3.00
BANKFULL WIDTH (Wbkf)
LOW FLOW CHANNEL
" 00°0°0°00°0o' SURFACE BOULDER o0"000°opO1,
��� •� f�q o�0000�
oo° ,
--'a �%
0 0°o rc
..,o o • 04.°0°
I • o Ov0 G /O �✓0 JO c oo'
FOOTER BOULDER-/
NON -WOVEN
SECTION B -B GEOTEXTILE FABRIC
(TYPE II)
STREAMBED
NOTES:
1. THIS DETAIL CAN BE USED FOR CONSTRUCTING LOG AND BOULDER CASCADES FOR HYDRAULIC SLOPES
GREATER THAN 4%.
2. CASCADE STEPS SHALL BE CONSTRUCTED WITH 1 ROW OF FOOTER BOULDERS OR LOGS AND 1 ROW OF
HEADER BOULDERS OR LOGS.
3. PLACE HEADER BOULDERS OR LOGS SLIGHTLY UPSTREAM ON TOP OF THE FOOTER BOULDERS OR LOGS.
4. PLACE BOULDERS AND BACKFILL WITH ON-SITE STREAM ALLUVIUM (IF AVAILABLE) OTHERWISE USE A WELL
GRADED MIX OF CLASS A, CLASS B, AND #57 STONE. A MIXTURE OF ALLUVIUM AND WELL GRADED MIX
MAY ALSO BE USED AS BACKFILL.
5. THE GEOTEXTILE FABRIC SHALL EXTEND FROM THE BOTTOM OF THE FOOTER TO THE FINISHED GRADE
ELEVATION AND SHALL BE PLACED THE ENTIRE LENGTH OF THE STRUCTURE.
6. CASCADES SHALL BE CONSTRUCTED SO THAT LOW FLOW IS CENTERED WITHIN THE CENTER 1/3 OF THE
BANKFULL CHANNEL.
7. CASCADE STEPS SHALL SLOPE 2-4% WITH THE HIGHEST PORTION OF THE STEP ON THE DOWNSTREAM
LEADING EDGE.
4. REFER TO THE THALWEG PROFILE(S) FOR DROP HEIGHT BETWEEN CASCADE STEPS.
5. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSITE CONSTRUCTION OBSERVER.
0
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EC400
SHEET 12 OF 17
1

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1
1� ■
o■
0 ■
0 ■
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POINT OF CURVATURE
(PC)
EDGE OF
WATER AT
NORMAL FLOW
I
0
1
CUT TOP OF STAKE SQUARE
` 2 BUDS / SCARS (MIN.) AND
4 IN (MIN.) EXPOSED
I
3/4-2 IN. DIAMETER
MAKE ANGLED (45') CUT AT BUTT -END,
PLANT BUTT -END DOWN
SPACING AS SPECIFIED
FOOTER LOGS
(12"-18" DIA. MIN.)
0
FLOW
DETAIL NO. 5
LIVE STAKING
N.T.S.
ROOT WAD LOGS (6" -10 -
DIA. & 6'-8' LONG)
SPACED EVERY 4'-6' ---
POINT
POINT OF
TANGENCY (PT)
1
LIVE STAKES NOTES
1. LIVE STAKES ARE USED FOR VEGETATIVE STREAM BANK STABILIZATION AND RIPARIAN
HABITAT RESTORATION.
2. LIVE STAKES SHOULD BE PLACED AT THE STATIONS, OFFSETS, AND ELEVATIONS INDICATED
ON THE STREAM MITIGATION DATA TABLE, STREAM MITIGATION PLAN, AND THIS DETAIL, OR
AS DIRECTED BY THE ENGINEER. AT A MINIMUM, THE TYPE (SPECIES), SIZE, SPACING, AND
QUANTITY OF LIVE STAKES SHOULD BE SPECIFIED IN THE STREAM MITIGATION DATA TABLE.
3. LIVE STAKES SHALL CONSIST OF WOODY LIVE CUTTINGS OF FAST-GROWING SHRUBS AND
TREES (SUCH AS WILLOWS, DOGWOODS, BUTTONBUSH, ETC.), WHICH ARE CAPABLE OF
GENERATING ROOTS FROM CUTTINGS WHEN PLACED IN WET OR MOIST SOIL.
4. LIVE STAKES SHALL BE AT LEAST ONE YEAR OLD, 0.75 INCH TO 2 INCHES IN DIAMETER,
AND A MINIMUM OF 2 FEET LONG, WITH MOIST, GREEN, AND HEALTHY CAMBIUM AND
GROWING LEAF BUDS LESS THAN 0.25 INCH. THE MAXIMUM LENGTH OF LIVE STAKES
DEPENDS ON THE APPLICATION, AND SHALL BE AS SPECIFIED. WHEN LIVE STAKES ARE
INSERTED IN RIP RAP OR STONE FILL, THEY SHALL BE LONG ENOUGH TO EXTEND THROUGH
THE SURFACE OF THE RIP RAP OR STONE FILL AND AT LEAST HALF THE LENGTH SHALL
BE INSERTED INTO THE SOIL, BELOW THE RIP RAP OR STONE FILL.
5. INSTALLING LIVE STAKES:
5.1. LIVE STAKES HARVESTED DURING DORMANCY SHALL BE MAINTAINED IN COLD STORAGE
UNDER MOIST CONDITONS. SOAK THE BASE OF DORMANT -HARVESTED LIVE STAKES IN
WATER AT LEAST 24 HOURS BEFORE PLANTING.
5.2. LIVE STAKES HARVESTED ON SITE SHOULD BE INSTALLED THE SAME DAY THEY ARE
PREPARED.
5.3. PRIOR TO PLANTING, LIVE STAKES SHALL BE MAINTAINED IN A CONTINUOUSLY COOL,
COVERED, AND MOIST STATE, WITH THE BASES SOAKING IN WATER.
5.4. CARE SHALL BE TAKEN NOT TO DAMAGE LIVE STAKES DURING INSTALLATION. THOSE
DAMAGED SHALL BE LEFT IN PLACE AND SUPPLEMENTED WITH AN INTACT LIVE
CUTTING/LIVE STAKE.
5.5. USE A DIGGING BAR, DIBBLE, OR SIMILAR TOOL TO MAKE A PILOT HOLE IN THE BANK
15 TO 18 INCHES DEEP.
5.6. PLACE THE LIVE STAKE IN THE PILOT HOLE, SO THAT A MINIMUM OF 4 INCHES AND
TWO LIVE BUDS OF THE LIVE STAKE ARE EXPOSED.
5.7. TAMP THE SOIL AROUND LIVE STAKES.
6. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSITE CONSTRUCTION
OBSERVER.
7. LIVE STAKES SHALL BE PAID FOR PER EACH.
8. PAYMENT SHALL INCLUDE ALL MATERIALS, EQUIPMENT, AND LABOR NECESSARY TO INSTALL
THE LIVE STAKES.
PLACE MULCH INSI['E'
FABRIC WRAP
BANKFULL
FOOD STAKES
rOR ANCHORING
REINFORCED EARTH
4 3 2 1
2"x4"x18"
WOODEN
STAKE
NOTE:
STAKES MAY BE MADE BY SAWING
A 2x4 DIAGONALLY IN HALF.
WOOD STAKE
RESTORE DISTURBED AREA WITH TOPSOIL,
SEEDING, MULCHING AND PLANTING
POOL NORMAL FLOW WATER BRANCH CUTTINGS 1
a'- SURFACE (EL. OF LIVE STAKES
\ 18" MIN.�, DOWNSTREAM RIFFLE _ I EXISTING REINFORCED EARTH
�
\ `) GROUND BANKFULL_ _
I<< ? ANCHOR ROCK
I
I I
ROOT �
_ WAD zu)2 EXCAVATION
\ \ LIMITS
TOE WOOD \
(SEE NOTE 2)WOVEN GEOTEXTILE
18" MIN. 12 ABOVE WATER
ANCHOR ROCK (TYP) FOOTER LOGS OVERHANG SURFACE
PROVIDE ROCK SILL AT UPSTREAM A TOE WOOD
AND DOWNSTREAM END OF TOE WOOD (SEE NOTE 2)
EXTENDING UP TO BANK FULL. USE
24" TO 36" BOULDERS STACKED. PLAN SECTION A -A
RIPARIAN PLANTINGS AND LIVE STAKES
NOTES:
1. IF AN APPROVED ON-SITE SOURCE IS AVAILABLE, SOD MATS LAYERS MAY BE USED INSTEAD OF REINFORCED EARTH. SOD MATS MAY ALSO BE OBTAINED FROM
CLEARING AND EXCAVATION WORK ASSOCIATED WITH THE PROJECT. THE NUMBER OF LAYERS OF REINFORCED EARTH OR SOD MATS MAY VARY WITH THE BANK HEIGHT.
2. TOE WOOD CONSISTS OF A MIX OF LOGS, BRANCHES, BRUSH, AND OTHER WOODY VEGETATION INSTALLED AT VARIOUS ANGLE, BUT NOT PARALLEL TO THE FLOW. LAYER
THE WOOD WITH LARGER MATERIAL ON THE BOTTOM AND A MAT OF BRANCHES AS THE TOP LAYER. ANGLE ROOT WADS SLIGHTLY UPSTREAM INTO THE FLOW.
3. THE TOP LAYER OF TOE WOOD SHALL BE AT THE ESTABLISHED NORMAL FLOW ELEVATION.
4. FILL BETWEEN ROOT WADS WITH A MIX OF WOODY DEBRIS PER NOTE 2.
5. LAYER REINFORCED EARTH AND CUTTINGS TO BANKFULL.
1
1
DETAIL NO. 7
TOE WOOD WITH GEOLIFT AND LIVE BRUSH LAYERING
N.T.S.
5
MIX IN TOPSOIL
AND TILL AT
LEAST 4" DEEP
4:1 SLOPE
EXISTING
GROUND
5 FT.
MIN
COIR FIBER
MATTING
BANKFULL STAGE
IMPERVIOUS L1 FT. MIN. DEPTH BELOW
SELECT MATERIAL EXISTING CHANNEL GRADE
2' WIDER SOIL/ALLUVIAL FILL IN
THAN EXISTING ABANDONED STREAM CHANNEL
IMPERVIOUS CHANNEL
SELECT
MATERIAL
TOP OF BANK
i
EXISTING STREAM / —
CHANNEL
2WIDER
THAN EXISTING WAW --W
CHANNEL
Fk-OW
NOTES: PLAN
1. BEFORE WRAPPING PLUG WITH COIR FIBER MATTING, MIX IN TOPSOIL AND TILL INTO
AT LEAST THE UPPER 4" TO HELP VEGETATION TO ESTABLISH.
2. RAKE SOIL LEVEL AND ADD TEMPORARY AND PERMANENT SEED AND MULCH BEFORE
INSTALLING COIR FIBER MATTING.
DETAIL NO. 6
IMPERVIOUS STREAM CHANNEL PLUG
N.T.S.
BANKF
POINT BAR
PLAN
ROOT WAD
A
BANKFULL
Lo
O
1
m
\
ROOT WAD TO BE
w Z
Yo
AT AOOT
\
��
G
POINT BAR
z
\� 1
STREAM BANK
Z
m0
TRENCH
ox
z
I
co
LONG, > 10 -IN. DIA.
NOTES:
SECTION A -A
1. EXCAVATE A TRENCH FOR THE LOG
00Z
N
'I
1� ■
o■
0 ■
0 ■
ra ■
z=
g;
n I
POINT OF CURVATURE
(PC)
EDGE OF
WATER AT
NORMAL FLOW
I
0
1
CUT TOP OF STAKE SQUARE
` 2 BUDS / SCARS (MIN.) AND
4 IN (MIN.) EXPOSED
I
3/4-2 IN. DIAMETER
MAKE ANGLED (45') CUT AT BUTT -END,
PLANT BUTT -END DOWN
SPACING AS SPECIFIED
FOOTER LOGS
(12"-18" DIA. MIN.)
0
FLOW
DETAIL NO. 5
LIVE STAKING
N.T.S.
ROOT WAD LOGS (6" -10 -
DIA. & 6'-8' LONG)
SPACED EVERY 4'-6' ---
POINT
POINT OF
TANGENCY (PT)
1
LIVE STAKES NOTES
1. LIVE STAKES ARE USED FOR VEGETATIVE STREAM BANK STABILIZATION AND RIPARIAN
HABITAT RESTORATION.
2. LIVE STAKES SHOULD BE PLACED AT THE STATIONS, OFFSETS, AND ELEVATIONS INDICATED
ON THE STREAM MITIGATION DATA TABLE, STREAM MITIGATION PLAN, AND THIS DETAIL, OR
AS DIRECTED BY THE ENGINEER. AT A MINIMUM, THE TYPE (SPECIES), SIZE, SPACING, AND
QUANTITY OF LIVE STAKES SHOULD BE SPECIFIED IN THE STREAM MITIGATION DATA TABLE.
3. LIVE STAKES SHALL CONSIST OF WOODY LIVE CUTTINGS OF FAST-GROWING SHRUBS AND
TREES (SUCH AS WILLOWS, DOGWOODS, BUTTONBUSH, ETC.), WHICH ARE CAPABLE OF
GENERATING ROOTS FROM CUTTINGS WHEN PLACED IN WET OR MOIST SOIL.
4. LIVE STAKES SHALL BE AT LEAST ONE YEAR OLD, 0.75 INCH TO 2 INCHES IN DIAMETER,
AND A MINIMUM OF 2 FEET LONG, WITH MOIST, GREEN, AND HEALTHY CAMBIUM AND
GROWING LEAF BUDS LESS THAN 0.25 INCH. THE MAXIMUM LENGTH OF LIVE STAKES
DEPENDS ON THE APPLICATION, AND SHALL BE AS SPECIFIED. WHEN LIVE STAKES ARE
INSERTED IN RIP RAP OR STONE FILL, THEY SHALL BE LONG ENOUGH TO EXTEND THROUGH
THE SURFACE OF THE RIP RAP OR STONE FILL AND AT LEAST HALF THE LENGTH SHALL
BE INSERTED INTO THE SOIL, BELOW THE RIP RAP OR STONE FILL.
5. INSTALLING LIVE STAKES:
5.1. LIVE STAKES HARVESTED DURING DORMANCY SHALL BE MAINTAINED IN COLD STORAGE
UNDER MOIST CONDITONS. SOAK THE BASE OF DORMANT -HARVESTED LIVE STAKES IN
WATER AT LEAST 24 HOURS BEFORE PLANTING.
5.2. LIVE STAKES HARVESTED ON SITE SHOULD BE INSTALLED THE SAME DAY THEY ARE
PREPARED.
5.3. PRIOR TO PLANTING, LIVE STAKES SHALL BE MAINTAINED IN A CONTINUOUSLY COOL,
COVERED, AND MOIST STATE, WITH THE BASES SOAKING IN WATER.
5.4. CARE SHALL BE TAKEN NOT TO DAMAGE LIVE STAKES DURING INSTALLATION. THOSE
DAMAGED SHALL BE LEFT IN PLACE AND SUPPLEMENTED WITH AN INTACT LIVE
CUTTING/LIVE STAKE.
5.5. USE A DIGGING BAR, DIBBLE, OR SIMILAR TOOL TO MAKE A PILOT HOLE IN THE BANK
15 TO 18 INCHES DEEP.
5.6. PLACE THE LIVE STAKE IN THE PILOT HOLE, SO THAT A MINIMUM OF 4 INCHES AND
TWO LIVE BUDS OF THE LIVE STAKE ARE EXPOSED.
5.7. TAMP THE SOIL AROUND LIVE STAKES.
6. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSITE CONSTRUCTION
OBSERVER.
7. LIVE STAKES SHALL BE PAID FOR PER EACH.
8. PAYMENT SHALL INCLUDE ALL MATERIALS, EQUIPMENT, AND LABOR NECESSARY TO INSTALL
THE LIVE STAKES.
PLACE MULCH INSI['E'
FABRIC WRAP
BANKFULL
FOOD STAKES
rOR ANCHORING
REINFORCED EARTH
4 3 2 1
2"x4"x18"
WOODEN
STAKE
NOTE:
STAKES MAY BE MADE BY SAWING
A 2x4 DIAGONALLY IN HALF.
WOOD STAKE
RESTORE DISTURBED AREA WITH TOPSOIL,
SEEDING, MULCHING AND PLANTING
POOL NORMAL FLOW WATER BRANCH CUTTINGS 1
a'- SURFACE (EL. OF LIVE STAKES
\ 18" MIN.�, DOWNSTREAM RIFFLE _ I EXISTING REINFORCED EARTH
�
\ `) GROUND BANKFULL_ _
I<< ? ANCHOR ROCK
I
I I
ROOT �
_ WAD zu)2 EXCAVATION
\ \ LIMITS
TOE WOOD \
(SEE NOTE 2)WOVEN GEOTEXTILE
18" MIN. 12 ABOVE WATER
ANCHOR ROCK (TYP) FOOTER LOGS OVERHANG SURFACE
PROVIDE ROCK SILL AT UPSTREAM A TOE WOOD
AND DOWNSTREAM END OF TOE WOOD (SEE NOTE 2)
EXTENDING UP TO BANK FULL. USE
24" TO 36" BOULDERS STACKED. PLAN SECTION A -A
RIPARIAN PLANTINGS AND LIVE STAKES
NOTES:
1. IF AN APPROVED ON-SITE SOURCE IS AVAILABLE, SOD MATS LAYERS MAY BE USED INSTEAD OF REINFORCED EARTH. SOD MATS MAY ALSO BE OBTAINED FROM
CLEARING AND EXCAVATION WORK ASSOCIATED WITH THE PROJECT. THE NUMBER OF LAYERS OF REINFORCED EARTH OR SOD MATS MAY VARY WITH THE BANK HEIGHT.
2. TOE WOOD CONSISTS OF A MIX OF LOGS, BRANCHES, BRUSH, AND OTHER WOODY VEGETATION INSTALLED AT VARIOUS ANGLE, BUT NOT PARALLEL TO THE FLOW. LAYER
THE WOOD WITH LARGER MATERIAL ON THE BOTTOM AND A MAT OF BRANCHES AS THE TOP LAYER. ANGLE ROOT WADS SLIGHTLY UPSTREAM INTO THE FLOW.
3. THE TOP LAYER OF TOE WOOD SHALL BE AT THE ESTABLISHED NORMAL FLOW ELEVATION.
4. FILL BETWEEN ROOT WADS WITH A MIX OF WOODY DEBRIS PER NOTE 2.
5. LAYER REINFORCED EARTH AND CUTTINGS TO BANKFULL.
1
1
DETAIL NO. 7
TOE WOOD WITH GEOLIFT AND LIVE BRUSH LAYERING
N.T.S.
5
MIX IN TOPSOIL
AND TILL AT
LEAST 4" DEEP
4:1 SLOPE
EXISTING
GROUND
5 FT.
MIN
COIR FIBER
MATTING
BANKFULL STAGE
IMPERVIOUS L1 FT. MIN. DEPTH BELOW
SELECT MATERIAL EXISTING CHANNEL GRADE
2' WIDER SOIL/ALLUVIAL FILL IN
THAN EXISTING ABANDONED STREAM CHANNEL
IMPERVIOUS CHANNEL
SELECT
MATERIAL
TOP OF BANK
i
EXISTING STREAM / —
CHANNEL
2WIDER
THAN EXISTING WAW --W
CHANNEL
Fk-OW
NOTES: PLAN
1. BEFORE WRAPPING PLUG WITH COIR FIBER MATTING, MIX IN TOPSOIL AND TILL INTO
AT LEAST THE UPPER 4" TO HELP VEGETATION TO ESTABLISH.
2. RAKE SOIL LEVEL AND ADD TEMPORARY AND PERMANENT SEED AND MULCH BEFORE
INSTALLING COIR FIBER MATTING.
DETAIL NO. 6
IMPERVIOUS STREAM CHANNEL PLUG
N.T.S.
BANKF
POINT BAR
PLAN
ROOT WAD
A
ROOT WAD
N.T.S.
Q z
cr 0
O ~
U ir
W cUn
c w
0
Z
O
N
W
cc
■
BANKFULL
Lo
O
COIR FIBER MATTING
m
0
ROOT WAD TO BE
�•1
H
AT AOOT
\
J
SLIGHT DOWNWARD
POINT BAR
ANGLE INTO THE \
rjl
STREAM BANK
Z
m0
TRENCH
FO TER BOULDERS
EXCAVATION
ROOT WAD 8-10 FT.
co
LONG, > 10 -IN. DIA.
NOTES:
SECTION A -A
1. EXCAVATE A TRENCH FOR THE LOG
PORTION OF THE ROOT WAD. THE ROOT WAD SHOULD BE INSTALLED IN A
TRENCH EXCAVATED PERPENDICULAR
TO THE BANK AND FAR ENOUGH BELOW THE STREAM BED TO
ACCOMMODATE THE ROOT WAD LOG.
�
2. THE TOP OF THE ROOT WAD SHOULD BE AT THE SAME ELEVATION AS THE HEAD OF THE DOWNSTREAM RIFFLE.
3. PLACE A BOULDER ON TOP OF THE
LOG AND BACKFILL ON TOP OF THE ROOT WAD TO BANKFULL.
cn
DETAIL NO. 8
ROOT WAD
N.T.S.
Q z
cr 0
O ~
U ir
W cUn
c w
0
Z
O
N
W
cc
■
■ 0
Lo
O
m
0
c}
�•1
H
M
�
J
3
W
rjl
O
Z
m0
a
�
O
1
co
F
W
cn
N
0
1
�
O
00
Z
cn
0
a
v
Lo
L
o
11
N
CON
00
U
c
1
�
co
v
1
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.
O
coM
co
CD
0
�
RT
L?
'P4
t
i
m
E
W
o
N
�
O
cm
N
H
U
Wa
�
oz
W
J
O
aWza�
a
D
Lu
J
a�
O
W
C
= O
Z
aZLu
cn
LuC
r
a
Lu
Lo
LoT
■ 0
m
0
c}
w
J
3
W
J
Z
m0
a
�
U
co
Z
W
cn
N
0
0
W
2
w
Z
cn
0
a
■ 0
FOR PERMITTING PURPOSES DRAWING NO.A
NOT FOR CONSTRUCTION EC401
SHEET 13 OF 17
4 3 2 1
m
0
J
Z
0
¢
w
cn
w
0
0
0
rr
0
Q
FOR PERMITTING PURPOSES DRAWING NO.A
NOT FOR CONSTRUCTION EC401
SHEET 13 OF 17
4 3 2 1

I:
G
F
E
D
Q
0
a
a A
h
1 7 1 6 1 5 1 4 1 3 1 2 1 1
7 16 1 5 1 4 1 3 12 11
Imw
If
F
C
C
11
L
DETAIL NO. 9
DETAIL NO. 10
TEMPORARY GRAVEL
TEMPORARY STREAM
CONSTRUCTION ENTRANCE
CROSSING - WOOD MAT
N.T.S.
N.T.S.
�
z
o
PUBLIC ROAD
1. CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
0
U
2. HAVE ALL NECESSARY MATERIALS AND EQUIPMENT ON-SITE BEFORE
WORK BEGINS.
c o
3. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE CHANNEL BOTTOM.
Z
4. LINE STREAMBANK AND ACCESS RAMP AREA WITH NON -WOVEN FILTER FABRIC.
0
5. INSTALL STREAM CROSSING AT RIGHT ANGLE TO THE FLOW.
cn
O �'O o
6. TRANSPLANT SOD FROM ORIGINAL STREAM BANK ONTO SIDE SLOPES
FOR LATER USE.
W
r00
0
R=40'�
7. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD
DOES NOT ENTER EXISTING CHANNEL
oC
�00 R=40'
BY INSTALLING SILT FENCE ON ALL FOUR CORNERS ADJACENT TO THE
STREAM. SEE SILT
FENCE DETAIL.
00 0
8. STABILIZE AN ACCESS RAMP OF CLASS B STONE TO THE EDGE OF
THE WOOD MAT.
0
9. THE WOOD MAT SHALL BE OF SUFFICIENT SIZE AND WIDTH TO SUPPORT THE LARGEST VEHICLE CROSSING
THE CHANNEL.
0000°0
10. CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE ACCORDING TO EQUIPMENT
UTILIZED, RECOMMENDED AT A 5:1
SLOPE.
o z
00
00 � o
0
LLJ°
Q
0
�000
�000�00
0
z
12' MIN low
Lo
00o
SILT FENCE
NO GAPS ARE ALLOWABLE
H �
BETWEEN LOGS
INSTALL SIDE WOODEN KICK PLATE
CLASS B STONE RAMP
91 0
ON SIDE OF WOOD MAT WOOD MAT
c
CLASS B STONE
o°o°g� °
00 00
O°
J
Lo
0
0
--i
° O o =--- 0 °
°00 O°o° = O O°°
00 b
no o
'pa
0
O
°O °O - _ --- oo o°
0
000 O
0 00�
00
PUBLIC ROAD
f'.5'�-1
00°�0�
000°°0� o°00000
_
�0°0
to 1
\
O
o
00
E
6" MINIMUM THICKNESS OF
WASHED CLASS A STONE
/.
00Oo o
° 0 0�
0—
-
e
- ��_-
_ 000 ° W = 1.5
°00 00
0000
111
�--c N
c� m
co
o
o
°
0
E
:.: :.: :.: :.: :.: :.:
e
0,300 0
000
e
_ ° 0000
OOOOo
\
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�" cn co
co
0
o0�ga'� 000 ncps_ 0 00� 0�°0
: ;.: ;.: ;.: ;.:•:FILTER;FA�f21C, ;,;• ;,;•; ;
00O
°°�00
W o
1
1
0
0
Lo
FILTER FABRIC
-W V N
CROSS SECTION
WOOD MAT—/•S�
PLAN VIEW
tm
r
m
GOEOTEXTOILE FABRIC
(TYPE II)
STREAM CHANNEL
�y
W y
NOTES:
"N.C.
SPECIFICATION NO. 6.06
- CONSTRUCTION ACCESS EROSION AND SEDIMENT
^,
CONTROL PLANNING AND
DESIGN MANUAL MAY 2013"
Lo
N
DETAIL NO. 11
DETAIL NO. 12
Cj
ROCK DAM
TEMPORARY STREAM CROSSING - WOOD
Lu Z
MAT WITH CULVERT (IF
NEEDED)
CULVERTS
W
N.T.s.
0 J
N.T.S.
FLOW
a�a�
Y
m
Y
m
FENCE
NO GAPS ARE ALLOWABLE
LLQ Z Q
SILT
IL
BETWEEN LOGS
ca 1= 0 U
w
w o
CLASS B STONE RAMP
U
=
INSTALL SIDE WOODEN KICK PLATE
Q
U)
CONSTRUCTION AREA UPSTREAM N
ON SIDE OF WOOD MAT WOOD MAT
0
CLASS B STONE
°o
Lu
cn
0
008 0
00
00 0F
o002
0 �° °
3:
�_m z
#57 STONE
STILLING BASIN
0 00000
--- ° o
°O�gooO Ogo ° °OoOo
—_ --_- --. -1 O° °O
00000
° o
O o o
OOO° _
e
00° °O°
00 °
00°
Q
•
Z
Lu
(2 FT. MAX DEPTH)
0�� ° oo O o 0
�O0 O 0 , '
00�—
v
_ e
o X000000 -
00.
- W 1.5
_
Q
O 0 F . 5'�-�►1
OOo 00 _
o0oo(
e
-
O'-0 00 -
FILTER FABRIC
0
000
Oo0000
e
�---_ 000
Oo0000
JD
—�
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OO
LL
0°00
00000
°O
W
O
ooO
O
Q
O
ir
CDC=)
... .. .. .. .. .. .. .. . • .. .. . •
WOOD MAT
�
CLASS 2 STONE
CLASS A AND CLASS B STONE CROSS SECTION
PLAN VIEW
�
o
NON -WOVEN
STREAM CHANNEL
o
v
EXISTING CHANNEL
CULVERTS GEOTEXTILE FABRIC
m
(MIN. 48") (TYPE II)
�
Lo
T
PLAN VIEW
2'
NOTES:
1. CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
2. HAVE ALL NECESSARY MATERIALS AND EQUIPMENT ON-SITE BEFORE WORK BEGINS.
J
m
Q
Luo
0
1
Q
o
3. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE CHANNEL BOTTOM.
Z
FLOW
T
2 2
T
4. LINE STREAMBANK AND ACCESS RAMP AREA WITH NON -WOVEN FILTER FABRIC.
5. INSTALL STREAM CROSSING AT RIGHT ANGLE TO THE FLOW.
W
o
"'
O
1 1/2 BANKFULL
6. TRANSPLANT SOD FROM ORIGINAL STREAMBANK ONTO SIDE SLOPES FOR LATER USE.
?
=
cn
MAXIMUM DEPTH
7. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD DOES NOT ENTER EXISTING CHANNEL
a
BY INSTALLING SILT FENCE ON ALL FOUR CORNERS ADJACENT TO THE STREAM. SEE SILT FENCE DETAIL.
8. 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,
w
o
m
#57 STONE
FILTER FABRIC CLASS 2 STONE
RECOMMENDED AT A 5:1 SLOPE.
cn
w
O
CROSS SECTION
o
o
Q
DRAWING NO.:
FOR PERMITTING PURPOSES
NOTES:
NOT FOR CONSTRUCTION
EC402
CLEAN OUT STILLING
BASIN OF TRAPPED SEDIMENT PRIOR TO REMOVAL.
SHEET 14
OF 17
7 16 1 5 1 4 1 3 12 11
Imw
If
F
C
C
11
L

1:11
l;lf 1
©1
too
0 1
DI
VAN
7
TEMPORAR
IMPERVIOI
(SEE PROJECT SPECIAL PROS
STABILIZED OUTLET
CONSTRUCT WITH A MIX OF
BOULDERS AND CLASS B STONE
TO STABILIZE STREAM AT
PUMP -AROUND OUTLET
0
DETAIL NO. 13
TYPICAL PUMP -AROUND OPERATION
N.T.S.
EXISTING GROUND
SEQUENCE OF 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.
8. ONCE THE WORKING AREA IS COMPLETED, REMOVE THE SPECIAL STILLING BASIN AND
STABILIZED OUTLET AND STABILIZE DISTURBED AREAS WITH SEED AND MULCH.
7 6
5
PERVIOUS DIKE
=E PROJECT SPECIAL PROVISIONS)
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.
5
LARGE STAK
TRENCH--,,
TOP OF
STREAMBANK
LARGE
STAKES
4
PLACE COIR FIBER MATTING IN 6 INCH DEEP
TRENCH, STAKE, BACKFILL, AND COMPACT
/--TOP OF STREAMBANK
3
DETAIL NO. 14
EROSION CONTROL MATTING
TOE OF SLOPE
- PLACE COIR FIBER MATTING AT TOE OF SLOPE.
SECURE MATTING WITH LARGE MATTING STAKE
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.
N.T.S.
2
2.5 INCH
ROOFING
NAIL
TYPICAL LARGE MATTING STAKE
THE WOOD STAKE SHALL HAVE THE FOLLOWING DIMENSIONS:
LEG LENGTH 17.00IN 43.18CM TAPERED TO POINT
WIDTH 1.51N 3.81 CM
THICKNESS 1.51N 3.81 CM
//-TRENCH
TOP OF STREAMBANK
•
11.00IN
•
HEAD WIDTH
•
3.18CM
•
0.40IN
•
•
0.601N 1.52CM
TAPERED TO POINT
•
0.401N
•
TOTAL LENGTH
•
30.48CM
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PLAN VIEW
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 MESH
FILTER FABRIC
MECHANICALLY COMPACTED FILL
2 PASSES OF A COMPACTION DEVICE_
EXERTING AT LEAST 60 LB/IN2 ON
BOTH SIDES OF FENCE
4
RUNOFF
DIRECTION
I I 18,
FILTER FABRIC
4"_
LARGE
STAKES
STAKES
COIR FIBER
MATTING
TO BE
EXTENDED TO
TOE OF
SLOPE
DETAIL NO. 15
TEMPORARY SILT FENCE
N.T.S.
8' MAX. WITH WIRE
(6' MAX. WITHOUT WIRE,
REQUIRES USE OF EXTRA
STRENGTH FILTER FABRIC)
(4' MAX. WITHOUT WIRE,
NORMAL STRENGTH
FILTER FABRIC)
FENCE HEIGHT
MAX 24"
ABOVE GROUND
III I
POST DEPTH
24" MINIMUM
3
TYPICAL SMALL MATTING STAKE
THE WOOD STAKE SHALL HAVE THE FOLLOWING DIMENSIONS:
LEG LENGTH
11.00IN
27.94CM
HEAD WIDTH
1.251N
3.18CM
HEAD THICKNESS
0.40IN
1.02CM
LEG WIDTH
0.601N 1.52CM
TAPERED TO POINT
LEG THICKNESS
0.401N
1.02CM
TOTAL LENGTH
12.00IN
30.48CM
T -POSTS SHALL BE 1.33 LB/LF STEEL WITH A
MINIMUM LENGTH OF 5 FEET AND SHALL BE
CONSTRUCTED SO AS TO ALLOW FOR
FASTENING OF THE FABRIC
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'
ABOVE GRADE TO PREVENT CUT AROUND.
3. WRAP APPROX. 6" OF FABRIC AROUND END POSTS AND
SECURE WITH TIES.
REMOVE ONCE AREA IS STABLE.
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OQUINN WILLIAM V
OQUINN CAROLYN A
0853-04-63-9646
BARE ROOT
7 1 6
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5 1 4 1 3 1 2
EQUITY TRUST COMPANY
JAMES E STOVALL IRA
0853-04-71-5646
MARBREY JASON K
0853-03-92-5108
The following table lists bare -root vegetation 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.
_ _ _
SEABOARD AIRLINE RAILWAY -
—21 0021 5022+pp kOoi26 50—
27t9p-27+ 50,28xp _ _ NORTH
so �,. / ,off -
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4�50
A-50
1aoi00
1
10
PROPOSED PLANTING PLAN
SCALE IN FEET
0 100 200
Streambanks (Live Stakes)
Tree total
PERCENT PLANTED BY
436 stems per acre
COMMON NAME
SCIENTIFIC NAME
SPECIES
Coralberry
Stream Restoration Buffer-60%of the
planting (10' X 10' Spacing -436
trees/acre)
Southern Arrowwood
River Birch
Betula nigra
13%
57 stems per acre
Sugarberry
Celtis laevigata
5%
22 stems per acre
Green Ash
Fraxinus pennsylvanica
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
10%
44 stems per acre
Willow Oak
Quercus phellos
8%
35 stems per acre
Northern Red Oak
Quercus rubra
7%
31 stems per acre
Persimmon
Diospyros virginiana
7%
31 stems per acre
Black Gum
Nyssa sylvatica
8%
35 stems per acre
Box Elder
Acernegundo
7%
31 stems per acre
Chenybark Oak
Quercus pagoda
8%
35 stems per acre
_ _ _
SEABOARD AIRLINE RAILWAY -
—21 0021 5022+pp kOoi26 50—
27t9p-27+ 50,28xp _ _ NORTH
so �,. / ,off -
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1
10
PROPOSED PLANTING PLAN
SCALE IN FEET
0 100 200
Streambanks (Live Stakes)
Tree total
100%
436 stems per acre
Early Successional Shrubs and Trees — 40% of the planting (13' X 13' Spacing
- 258 treeslacre)
plan set and according to the
Coralberry
Symphoricarpos orbiculatus
5%
13 stems per acre
Southern Arrowwood
Vibumum dentatum
10%
26 stems per acre
Virginia Sweetspire
Itea virginica
5%
13 stems per acre
Elderberry
Sambucus canadensis
8%
21 stems per acre
Chicksaw Plum
Prunus augustifolia
5%
13 stems per acre
Common Winterbeny
Ilex verticillata
7%
18 stems per acre
Silky Dogwood
Comus amomum
10%
26 stems per acre
Flowering Dogwood
Comus florida
10%
26 stems per acre
Eastern Redbud
Cercis canadensis
8%
21 stems per acre
Swamp Rose
Rosa palustris
7%
18 stems per acre
Parsely-leaf Hawthorn
Crataegus marshallii
5%
13 stems per acre
Tag Alder
Alnus serrulata
5%
13 stems per acre
Spicebush
Lindera benzoin
5%
13 stems per acre
Possumhaw Viburnum
Vibumum nudum
5%
13 stems per acre
Possumhaw
Ilex decidua
5%
13 stems per acre
0.45
Shrub total
100%
258 stems per acre
_ _ _
SEABOARD AIRLINE RAILWAY -
—21 0021 5022+pp kOoi26 50—
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1
10
PROPOSED PLANTING PLAN
SCALE IN FEET
0 100 200
Streambanks (Live Stakes)
a
Live stakes were applied to all restored
streambanks following the details in this
plan set and according to the
construction
Streambank and Floodplain Areas - 15 lbs/ac
PERCENT PLANTED BY
w
COMMON NAME
SCIENTIFIC NAME
SPECIES
0.75
Silky Willow
Salix sericea
30%
944 stems
Black Willow
Salix nigra
10%
315 stems
Silky Dogwood
Cornus amomum
40%
1258 stems
Elderberry
Sambucus canadensis
20%
629 stems
Fox Sedge
Live stake total
100%
3145 stems
PERMANENT SEED MIXTURE
a
COMMON NAME
SCIENTIFIC NAME
PERCENTAGE
Density (lbs/ac)
Streambank and Floodplain Areas - 15 lbs/ac
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w
Big Bluestem
Andropogon gerardii
5%
0.75
Tick Seed
Bidens frondosa
8%
1.2
Hop Sedge
Carex lupulina
4%
0.6
Shallow Sedge
Carex lurida
4%
0.6
Tussock Sedge
Carex stricta
4%
0.6
Fox Sedge
Carex vulpinoidea
4%
0.6
River Oats
Chasmanthium latifolium
5%
0.75
Lance Leaf Coreopsis
Coreopsis lanceolata
5%
0.75
Virginia Wildrye
Elymus virginicus
8%
1.2
Purple Lovegrass
Eragrostis spectabilis
2%
0.3
Soft Rush
Juncus effusus
5%
0.75
Pink Muhly Grass
Muhlenbergia capillaris
2%
0.3
Switchgrass
Panicum virgatum
5%
0.75
Pennsylvania Smartweed
Polygonum pennsylvanicum
3%
0.45
Little Bluestem
Schizachyrium scoparium
4%
0.6
Indian Grass
Sorgastrum nutans
5%
0.75
Gamma Grass
Tripsicum dactyloides
5%
0.75
Patridge Pea
Chamaecrista fasciculate
5%
0.75
Indian Woodoats
Chasmanthium latifolium
5%
0.75
Showy Tick Trefoil
Desmodium canadense
3%
0.45
Joe Pye Weed
Eupatorium fistulosum
4%
0.6
Greater Bladder Sedge
Carex intumescens
5%
0.75
U
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Total
100%
15
Fescue Planting Area = 5.19 Acres
*CONTRACTOR WILL CONTROL INVASIVE SPECIES WITHIN THE EASEMENT (WITHIN 50' OF TOP OF BANK ON BOTH SIDES)*
7
U
5
4
I,
1
JACKSON BETTY JAMES
0863-03-03-1220
PLANTING LEGEND
PROPOSED FESCUE PLANTING
ZONE (5.19 ACRES)
PROPOSED RIPARIAN REVEGETATION
ZONE (13.16 ACRES)
�III�I►d1�7:7_1:�'�����71►Cr
The following table lists the temporary seed mix for the project site. All disturbed areas were
stabilized using mulch and temporary seed.
COMMON NAME RATE DATES
ANNUAL RYE (COOL SEASON) 130 LBS/ACRE SEPTEMBER TO MARCH
MILLET (WARM SEASON) 40 LBS/ACRE APRIL TO AUGUST
3
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RAMIREZ CLAUDIA
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