20140090 Ver 2_U2579B Sites 3a and 3b restorationplan_20150522

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STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
PAT MCCRORY
GOVERNOR
DATE: May 22, 2015
TO: John Thomas, US Army Corps of Engineers
Dave Wanucha, NC Division of Water Resources
ANTHONY J. TATA
SECRETARY
FROM: Amy Euliss, NCDOT Division 9 Division Environmental Officer
SUBJECT: Restoration plan for temporary impacts at permit sites 3a and 3b on the
Winston-Salem Northern Beltway (Eastern Section, Future I-74; From US
158 to I-40 BUS/US 421) (STIP #U-2579B) in Forsyth County.
The attached restoration plans have been internally approved by NCDOT Forsyth
Resident Engineer's office, Randy Griffin and Byron Moore (PDEA's Natural
Environment Engineering Group), Phil Suggs (Roadside Environmental), and me. Below
is a discussion of the permit sites, restoration plans, and the conditions of the plans.
In the 404 and 401 permits issued for the project, 545 linear feet of temporary impacts
were permitted for permit site 3A, and 194 linear feet of temporary impacts were
permitted for permit site 3B. Per the plans, approximately 424 linear feet of stream will
be restored at site 3a and 194 linear feet of stream will be stored at site 3b. Based on
earlier discussions with you, we are not proposing mitigation for the differences in linear
feet, because of the severe channel instability prior to construction.
Tributaries 3A and 3B are the subject streams that will be temporarily impacted by the
construction of the Yl detour road. These tributaries will be piped and filled during
roadway construction but returned to stable condition upon removal of the detour road
and restoration of the site. Tributaries 3A and 3B are in poor existing condition. These
streams are currently in a transition between a higher headwater position in the valley and
a lower position in the valley, where they come together and flow towards higher order
streams. This transition zone is steep, and the urbanizing drainage has moved these
streams towards a condition of greater instability. The planform for both streams is
unstable and at times torturous. This has resulted in poor conditions of the outer banks,
with mass wasting and unstable undercut banks. Some of the banks are stabilized by a
covering of invasive shrubs and vines, but the overall condition of these banks is poor.
The streams are characterized by low width-to-depth ratios and minimal access to a bench
or floodplain. Because of the presence of existing grade control provided by a riprap pad
installed by others to protect a sanitary sewer line, Tributary 3B (above the rip rap) has
better channel condition than other reaches. Below the riprap pad however, there is a two
to three foot drop in the bed elevation where the stream becomes more incised. Without
DIVISION OF HIGHWAYS DIVISION NINE DIVISION OFFICE
375 SILAS CREEK PARKWAY, W INSTON-SALEM, NC 27127
PHONE [phone] FAX [phone]

this stabilization, the stream would likely have headcut up through the existing valley.
These current conditions are typical of poorly functioning, unstable stream that have been
impacted by urbanization within the Piedmont of North Carolina. The post-construction
stream will be stable and improve the function of this stream system. The channel cross-
section is designed to tie-in to the existing channel with a similar width-to-depth ratio, but
will be constructed with a bankfull bench to provide out of bank access for larger flows.
The constructed riffles and step pools that will be built will ensure that the profile
remains stable. By reducing the slope of the riffles and losing elevation in small
increments at the step pools, this steep slope will be spread throughout the stream and not
concentrated in a few areas. These structures will also promote bed form diversity, which
is lacking in the existing channel. This design, paired with the live staking of the banks,
will create a channel that has bench/floodplain access, habitat heterogeneity, a stable
planform, and intact banks. Water will be released into the channel as soon as it's lined
with coir fiber matting and seeded with native seed mix. As-builts will be submitted to
you after construction is complete.
NCDOT will visually monitor using Level II monitoring (i.e. vegetation success and
stability). We will initiate twice yearly visual monitoring for stability and percent
vegetative cover for one year after the water is released into the newly restored channels.
Since success of the live stakes isn't imperative to meet permit conditions and site
success, we plan to begin monitaring priar to live stake planting. After the live stakes are
planted, NCDOT will monitor their survival for one year. If survival of the live stakes is
less than 50%, we wil] replant during the planting season. Please note the monitoring of
the temporary impact restorations were not required in the permits.
As previously discussed, the streams are in temporary drainage and construction
easements. Since the easements are temporary, the NCDOT will not be able to maintain
the restorations (and any planted buffer) in perpetuity, as we do in on-site mitigation
proj ects.
Please review the plans at your earliest convenience, and let me know if you have any
questions or concerns. I can be reached at [phone] or [e-mail].
Attachments: Restoration plans
M�orphological table
cc: Randy Griffin, NCDOT PDEA Environmental Engineering Group, e-copy
Jeremy Guy, NCDOT Forsyth Resident Engineer, e-copy
Phil Suggs, NCDOT Roadside Environmental, e-copy
Angel Crespo, Dragados, inc, e-copy
Tim Morris, KCI, e-copy

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VICINITY MAP
NOT TO SCALE
INDEX OF SHEETS
TITLE SHEET
SITE ALAN
PROFILES AlYD CROSS-SECTIONS
PLANTING PLA1V
DETAILS
SITE STABILIZATION PLAN
STATE PROJECTREFERENCE NUMBER SHEET TOTAL
NO. SHEETS
�a�o U-2579B � �
WI11tST01�1-SALEM 1�ORTHER11l BELTWA Y
(1�C DOT PROJECT # U-2�798)
STREAM RESTORATI01� SITE #3
FORSYTH
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DIRECTIONS TO SITE
FROM RALEIGH, TAKE I-40 WEST TO OLD
GREENSBORO ROAD NE IN WINSTON
SALEM. TAKE EXIST IO FROM I-40 BUS
WEST /US-421 NORTH. TAKE US-158 E/
REIDSVILLE ROAD TO FREEMAN PARK
COURT, WHICH IS THE ACCESS TO THE
SITE.
COU1�lTY,1�ORTH CAROLII�A
PRO,jECT DATA
SITE 3A RESTORATION LENGTH = 424 FEET
SITE 3B RESTORATION LENGTH = 170 FEET
P�epored for.
ANGELCRESPO
DEPUTY PROJECT MANAGER
BEGIN SITE 3A
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ALL COORDINATES AND ELEVATIONS BASED
ON SURVEY F�LE "PERM 3 ASBUILT.DWG"
PROVIDED TO KCI ASSOCIATES OF NC BY
DRAGADOS USA ON 2015-04-17.
P�epo�ed ln the 0�/lce of:
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FNG�.����RS•PLAIVN�RS•CCOLQGISTS
SUITE 220 Lf,NDMARK CENTER II
4601 SIX FORKS Rfl.. RALEIGH, NC
P�epored by:
TIM MORRIS
PROJECT MANAGER
ALEX FRENCH
PROJECT DESIGNER

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SEWER PIPE � �,
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STRUCTURES - SITE 3A
STATION ELEVATION STRUCTURE
10+00.00 88720 ROCK SILL-BEGIN
10+12.62 887.06 ROCK SILL-END
10+20.49 887,06 ROCK SILL-BEGIN
10+3570 886.89 ROCK SILL-END
10+48.07 886.89 ROCK SILL-BEGIN
10+62.40 886.74 ROCK SILL-END
10+62.40 886.74 STEP POOL-SILL
10+77.65 88626 ROCK SILL-BEGIN
10+89.82 886.13 ROCK SILL-END
11+04.99 886.13 ROCK SILL-BEGIN
11+20.98 885.95 ROCK SILL-END
11+Z0.98 885.95 STEP POOL-SILL
11+35.97 885.49 ROCK SILL-BEGIN
11+51.15 885 32 ROCK SILL-END
11+58.92 885.32 ROCK SILL-BEGIN
11+7021 88520 ROCK SILL-END
11+80.45 88520 ROCK SILL-BEGIN
11+93.81 885.05 ROCK SILL-END
11+g3.81 885.05 STEP POOL-SILL
12+0479 884 61 ROCK SILL-BEGIN
12+20.64 884.44 ROCK SILL-END
12+31.26 884.44 ROCK SILL-BEGIN
12+4g.58 88425 ROCK SILL-END
12+55.28 88425 ROCK SILL-BEGIN
12+72.53 884.06 ROCK SILL-END
12+g1.13 884.06 ROCK SILL-BEGIN
12+g7.g3 883.87 ROCK SILL-END
12+g7.g3 883.87 STEP POOL-SILL
13+15.26 883.37 ROCK SILL-BEGIN
13+30.89 88320 ROCK SILL-END
13+40.64 88320 ROCK SILL-BEGIN
13+72,60 882.85 ROCK SILL-END
STRUCTURES - SITE 3B
STATION ELEVATION STRUCTURE
20+00.00 886.60 ROCK SILL-BEGIN
20+11.89 886.47 ROCK SILL-END
20+ZZ,05 886.47 ROCK SILL-BEGIN
20+37.00 886.30 ROCK SILL-END
20+37.00 886.30 STEP POOL-SILL
20+51.94 885.70 ROCK SILL-BEGIN
20+65.97 885.55 ROCK SILL-END
20+72.72 885.55 ROCK SILL-BEGIN
20+gq.31 885.42 ROCK SILL-END
20+84.31 885.42 STEP POOL-SILL
20+g4.33 884.83 ROCK SILL-BEGIN
21+08.24 884.68 ROCK SILL-END
21+08.24 884.68 STEP POOL-SILL
21+18.38 884.09 ROCK SILL-BEGIN
21+34.67 883.91 ROCK SILL-END
21+34.67 883.91 STEP POOL-SILL
21+qg.41 883,31 ROCK SIL�-BEGIN
21+69.53 883.00 ROCK SILL-END
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PLANTING DETAILS
❑ TYPE 1 STRF.AMBANK REFORESTATION SHALL BE PLANTEll 3 FT. TO 5 FT.
LIVE STAKES PLANTING DETAIL BAREROOT PI.ANTING DETAIL ON CENTER, RANDOM SPACING, AVERAGING 4 FT. ON CE�TER, o
DIBBLE PLANTING METHOD
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tiSING THE KBC PLANTING BAR APPROXIMATELY 2724 PLANTS PER ACRE. �
LIVE STAKE ❑ TYPE 2 STRF,AIVIBANK REFORESTATION SHALL BE PLANTED 6 FT. TO 10 FT.
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«.i�� ON CEI�TER, RANDOM SPACING, AVERAGING 8 FT. ON CENTF,R,
� � � 2 inch AppROXIMATELY 680 PI.ANTS PER ACRE.
S4uARE CIJT �
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_�=� � � � � � �� � u � � �� � � � � �� � ' �� � W � � � NOTE: TYPE 1 AND TYPE 2 STRF,AMBANK REFORESTATION SHALL BE
t11i l�ii iHii-iii I��iNi HiHii i� iiHi iI�1H1i ❑
-ii-iii- -iiuii-i -iii-iii_ ii�iii�ii i i-ii�_ -u-iiH
�uos cFnaNC u?wnem lllil:,�lllll,lllllillllilll IIIIIiIIIIfILlllllllllll�ll IIIIIiIIII�Iiilllii1THi PAID rOR AS "STRI�.�IMBANK R�rORTSTATION" y
Ti=ii;-iii-iii-iii=!ii � i �-iii� �, Ti-�ii-� i � i i �-�r�-i i i=: �1-i � i� i i
1. Insert plan[ing bur 2. Remove planting bar 3. Insert pleuting bar �
as shown and pull handle and place seedling at 2 inches towerd planter
toward planter. correct depth. from seedling. y
'fVE CUTTING- �
a/2' 2" DiAUErER) � 2- 3 Feet �
� STRF.AMBANK REFORESTATION TYPICAL a
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AN61..F. CUT 30"-45°—� �
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4. Pull handle of bar 5. Push handle forward 6 Leave wmpae tion � �¢�
towazd plunter, tirming firming soil at top. hole open. R'ater I� I w
soil at bottom. thoroughly.
�F�F^I
�, �
C(iIR FIf3F.� �IAT �� 5'CIU3�V1 }
LNE STAKES� � � \ Q
� �v� � PLANTING NOTES:
; � �m� Z
w rn w J
� ��' PIANTING BAG m � �
y� During plandng, seedlinge � Z N(� �'
shall be kept in a moist � Q
�� �—i �
i� canvas bag or simila� � �� Z U
— � eontainer to prevent the � �"j'�l,AMB�TK �i Fi Q�i �`TA'11�N Z � � �
iy�� root sysCems from drying. - ��� �
� . EXISTING/PROPOSED
� cROUN� MIXTURE, TYPE, SIZE, AND FURNISH SHALL CONI'O+ R'VI TO THF. FOLLOWING: � U� Z
i��� '
����, � � O
���ai���� 1'I'I'E 1 Z p � �
'� �� PI.,a�v1'INC s.au 50% SALIX NIGRA BLACK WILLOW 2 ft — 3 ft LIVE STAI�S w� W �
Planting bar shall have a J� Q' �
blade with a triangular �
�ExisriNCiPRO�os�o �ross se�eoo, a�a shau 50% CORNOS AMOMUM SILKY DOGWOOD 2 ft — 3 ft LIVE STAI�S � �� �
SiR'*.AMBED bc 12 incheslong,
4 inches wide and ��E � � � � �
I inch thick at center.
anN�: srAai�izATioN wirH uv, sraKES 25% FRAX[NUS PENNSYLVANICA GREEN ASH 12 in — 18 in BR ��� "
z
voT�: ❑ ,�1�T iT� ,�i n1� �r� j
JVE STAKES SHALL BE SPACED APPROHIMATGLY 9 FEET 2,7� P�TLii�US QCCi1JENTtil.js SY��ANjQn�`' 1G 111 — IH 111 BR �
ON CEN7ER iil��Ii,i
uvt sTAKES sr+a�� aE oRivEN uN�i� nFFROx�MnT�� r 3/, xooT PR[,'���� 25/o QUERCUS PHELLOS WILLOW OAK 12 in — 1H in BR
OF LIVE STAKE iS WiihlN GROU�ID Allseedlings shallbe root �
onre MAY 2015
pruned, if necessary, so that
SCALE:
no roots extend more than 25� lIUER�`U�` �TIU`l�ti WATER OAK 12 in — 18 111 BR
10 inehes below the ��
ruot collar.
PLANTING
PLAN
SHEET 5 OF 8

TOP OF
BANK
ELEVATION POINT
(SEE PROFILE SHE
FILTER
FABRIC I
I
B I
I
BOULDERS
(SEENOTE � � �O
FOR SIZE) � � � OO
I Q° a
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FlLTER � �.J � °��
FABRIC
�
ROCKSILL I ��'�O
(USE DOUBLE LAYER
SILL FOR STEP POOLS, I
SEE DETAIL BELOV� �
I
I
I
I
EIEVATION POINT —
(SEE PROFILE SHEET)
REACH 3A & 3B
WUkf (ft) 10.0'
Dmax(ft) I 1]'
STONE BOULDER SIIL
(TNO LAYERS) �
LL�
q TOE OF
� BANK
PLAN VIEW
18" NOM. THICKNESS WELI
GRADED MIX OF (80%) CLASS "1",
(ZO%) CLASS "B", (10%) CLASS "A",
AND (10%) N0. 57 STONE ,
/
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HEAD OF I
RIFFLE �
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HEAD OP - 18" NOM. THICKNESS WELL
PoFRE � � GRADED MIX OP (60%) CLASS "1",
(20%)CLASS"B",(10%)CIASS"A",
AND (10%) N0. 57 STONE
v`'"��� o����'-t ROCKSILL
�j/,./;//A/ oC�B�� �NSeooua��nveR
���/�l �� SILL FOR STEP POOLS,
3 SEE DETAIL BELON�
MINIMUM � i GEOTEXTILE
SECTION A-A
COIR FIBER Dmax
MATTING (TYP.) �
� 1/3 Dmax
�
i�
CEMER BOULDER 2"-4" LOWER
THAN ABUTTING BOULDER TO
ENCOURAGE FLOW THROUGH CENTER
OF CHANNEL DURING LOW FLOWS.
TOE OF
RIFFLE
ROCK SILL DETAIL
NOT TO SCALE
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PLAN VIEW
SECTION B-B
18"NOM.TH�CKNESS WELL
GRADED MIX OP (60 % ) CLASS "1",
COIR FIBER � (20%) CLASS "B", (10%) CWSS "A",
MATTING (TYP) AND (10 %) NO. 57 STONE
1/3 Dmax
�� ° � �
00 0000
� TOE OF
SECTION C-C BANK
LAY FILTER FABRIC OVER UPSTREAM �
TOP EDGE OF SILL ROCK(S); BEHIND
FILTER FABRIC, BACKFILL WITH #57
STONE, CLASS A OR B STONE AND/OR
I NATURALSTREAM MATERIALS.
PROPOSED
� PROFILE
NOTE
1. BOULDEftS SHOULD BE NATNE STONES
OR SHOT ROCK, ANGULAR AND OBLONG,
WITH AN AXIS APPROXIMATELY
3'Lx2'Wx1.5'D
NOTES.
1. BOULDERS SHOUID BE NATNE STONES
OR SHOT ROCK, ANGULAR AND OBLONG,
WITH AN AXIS APPROXIMATELY
3'Lx2'Wxt5D
2. BOULDER SILLS TO EXTEND 5' MINIMUM
INTO STREAM BANKS FOR STEP POOL
STRUCTURES.
FILTER J STONE �'
FABRIC BOULDERS
STEP POOL DETAIL
NOT TO SCALE
� SEE PRORLE SHEETS FOR
STATIONS AND ELEVATIONS�
I
� BASEFLOW
FINISHEO — � —I
GRADE _�_�_
�� �I—III ��� ��
=I11 ll1 III—III III-
II II I II I II I III II II I I � I 1-1 I 1.1 I I� I�I I I I I I I I II I I I I I I I II I I � II I
Ill��llli,, II III� I I ii���� iIII _ I i
18" NOM. THICKNESS � FILTER FABRIC
WELL GRADED MIX (KEY IN UNDER
OF (80%) CLASS "1", STREAM BED)
(20%) CLASS "B", (10%)
CLASS "A", AND (10%)
N0.57STONE
PROFILE VIEW
\ I I �
` SILT BAG WITH
UTILIZEASTABILIZED � _�
OUTLET FOR THE _`�� �— ROCK PAD
DISCHARGE OF I r
CLEAN WATER
� ��
IMPERVIOUS DIKE � 1 \` 1 DEWATERING
PUMP
I \ I - EXISTING
i / CHANNEL
I�� IMPERVIOUS DIKE
TEMPORARY I �
FLEXIBLE HOSE I � I \
� � � �
CONTRACTOR MAY UTILIZE � � 1
ACCEPTABLE MATERIALS TO 1 INLET FOR CLEAN
INCLUDE SHEET PILES, SANDBAGS. I I I FLOW
AND/OR THE PLACEMENT OF AN 1 WATER TO BE RAISED
ACCEPTABLE STONE LW ED WITH OFF OF STREAM
POLVPROPOLENE OR OTHER I � BOTTOM.THIS MAY
IMPERVIOUS FABRIC. EARTH I ` REQUIRE PLACEMENT
MATERIALS SHALL NOT BE USED I � OF GRAVEL UNDER
TO CONSTRUCT THE IMPERVIOUS INTAKE.
DIKES. 1 � � \
� � ��� �
1
( �. V � �
� ��� � ��
PUMP-AROUND � � —
PUMP
��, ,,
��
SEQUENCE OF DEWATERING OPERATIONS� � � � � �
' ANY DEVIATION FROM ABOVE DEWATERING PLAN
WILL RE�UIRE DESIGNERAPPROVAL.
1. INSTALL SILT BAGS(S) AND ROCK PAD(S).
2. INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBIE HOSE.
3. PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
OPERATIONS FOR STREAM DIVERSION.
4. PLACE OOWNSTREAM IMPERVIOUS DIKE AND PUMPING
APPARATUS. OEWATER ENTRAPPED AREA.
5. PERFORM REPAIR WORK IN ACCORDANCE WITH THE PLANS.
6. EXCAVATE ANY ACCUMULATEO SILT AND DEWATER BEFORE
REMOVAL OF IMPERVIOUS DIKES. REMOVE IMPERVIOUS
DIKES, PUMPS, AND TEMPORARY FLEXIBLE HOSE
(DOWNSTREAM IMPERVIOUS DIKES FIRST).
7. REMOVE SILT BAG(S) AND STABILIZE DISTURBED AREA WITH
SEED AND MULCH.
EXAMPLE OF PUMP-AROUND OPERATION
NOT TO SCALE
STILLING BASIN MAINTENANCE:
1. SEDIMENT BAGS SHOULD BE REPLACED WHEN THE CAPACITY OF THE SEDIMENT
BAG HAS EXCEEDED 50%.
2. ACCUMULATED SEDIMENT SHOULD BE DISPOSED OF IN A OESIGNATED
DISPOSAL AREA.
3. SPENT BAGS SHOULD BE DISPOSED OF PROPERIY AND NOT BURIED.
4. GRAVEI PADS SHOUID BE CHECKED DAILY DURING USE TO ENSURE THAT
GRAVEL HAS NOT BEEN WASHED AWAY OR BEEN CHOKED BY EXCESSIVE
SEDIMENTATION.
5. REPLACE PAD WITH CLEAN GRAVEL, AS NEEDED.
—EXISTING TERRAIN SILT BAG
" 15.0-20Aft. �
� FILTER FABRIC
� STREAMBANK
B.O IN., STONE FOR EROSION CONTROL, CLASS A��
NOTE: PROVIDE STABILIZED OUTLET DOWN BANK TO STREAM
SPECIAL STILLING BASIN (SILT BAG) WITH ROCK PAD
N0T TO SCALE
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TEMPORARY AND PERMANENT SEED MIXES:
THE CONTRACTOR SHALL UTILIZE LINE ITEMS 317, 318 & 336 OF THE
CONTRACT FOR SEED/FERTILIZER/MULCH IN ALL DISTURBED AREAS
WITHIN THE STREAM PROJECT LIMITS. SEE TABLE BELOW.
LINE ITEM DESCRIPTION UNIT
312 TEMPORARY SILT FENCE LF
317 SEED FOR TEMP SEEDING LB
318 FERT FOR TEMP SEEDING TON
336 SEEDING AND MULCHING ACR
GROUND STABILIZATION
SITE AREA STABILIZATION
DESCRIPTION TIME FRAME
PERIMETER DIKES,
SWALES, DITCHES 7 DAYS
AND SLOPES
HIGH QUALITY
WATER (HQV� 7 DAYS
ZONES
SLOPES STEEPER 7 DAYS
THAN 3:1
SLOPES 3:1 OR 7 DAYS
FLATTER
ALL OTHER AREAS
WITH SLOPES FLATTER 7 DAYS
THAN 4:1
INSPECTIONS
WEEKLY INSPECTIONS REQUIRED.
RAIN GAUGE MUST BE PRESENT AT SITE.
INSPECTIONS REQUIRED AFTER 0.5" RAIN EVENTS.
INSPECTIONS ARE ONLY REQUIRED DURING
"NORMAL BUSINESS HOURS".
INSPECTION REPORTS MUST BE AVAILABLE
ON-SITE DURING BUSINESS HOURS UNLESS A SITE
SPECIFIC EXEMPTION IS APPROVED.
RECORD MUST BE KEPT FOR 3 YEARS AND
AVAILABLE UPON REQUEST.
ELECTRONICALLY-AVAILABLE RECORDS MAY BE
SUBSTITUTED UNDER CERTAIN CONDITIONS.
NOTES:
1. THE CONTRACTOR SHALL EXERCISE EVERY REASONABLE PRECAUTION
THROUGHOUT THE CONSTRUCTION OF THE PROJECT TO PREVENT EROSION 6. SEE NCDOT STANDARD SPECIFICATIONS, SECTION 1605 FOR SILT FENCE SPECIFICATIONS.
AND SILTATION. EROSION CONTROL MEASURES SHALL BE INSTALLED AND SILT FENCE SHALL BE INSTALLED APPROXIMATELY 8' FROM THE TOP OF BANK
MAINTAINED IN ACCORDANCE WITH THE PROJECT PLANS, NORTH CAROLINA FOR THE PROJECT STREAM PRIOR TO THE COMMENCEMENT OF DISTURBANCE
SEDIMENT AND EROSION CONTROL GUIDELINES AND AS DIRECTED BY ACTIVITIES. SILT FENCE SHALL BE TEMPORARILY REMOVED IN EACH ISOLATED
THE DESIGNER. WORK AREA TO PERMIT GRADING OF THE RESTORED STREAM. IMMEDIATELY
2. ALL REPAIR WORK SHALL BE PERFORMED IN DRY OR ISOLATED AREAS, WITH FOLLOWING THE COMPLETION OF STABILIZATION MEASURES FOR EACH ISOLATED
NO STANDING WATER OR WATER FLOWING THROUGH THE WORK AREA. AREA AND PRIOR TO THE INITIATION OF WORK ON ANOTHER SECTION, THE SILT
3. ALL EXCAVATED MATERIAL SHALL BE STOCKPILED WITHIN THE LIMITS OF FENCE SHALL BE REINSTALLED AT ITS ORIGINAL LOCATION. SILT FENCE SHALL BE
DISTURBANCE FOR LATER REUSE OR DISPOSAL. THE CONTRACTOR IS MAINTAINED HEREAFTER AND SHALL NOT BE REMOVED UNTIL GROUND COVER
RESPONSIBLE FOR INSTALLING APPROPRIATE STABILIZATION MEASURES HAS BEEN FULL ESTABLISHED WITHIN THE LIMITS OF DISTURBANCE. SILT FENCE
AROUND THE STOCKPILE AREA(S) AND ANY TEMPORARY OR PERMANENT SHALL ALSO BE INSTALLED ON THE LOW SIDE OF ANY TEMPORARY STOCKPILES OF
SPOIL AND TOPSOIL PILES TO PREVENT EROSION AND SEDIMENTATION. ALL EXCAVATED MATERIAL.
PERMANENT OR TEMPORARY SPOIL PILES SHALL HAVE SILT FENCE INSTALLED 7. ALL DISTURBED SOILS WILL BE SEEDED FOR VEGETATIVE STABILIZATION
ON THE LOW SIDE OF THE SPOIL PILES. FOLLOWING THE GUIDELINES DESCRIBED ON THIS SHEET AND ACCORDING
4. A TEMPORARY PUMP-AROUND SHALL BE UTILIZED BY THE CONTRACTOR TO THE FOLLOWING SCHEDULE: TEMPORARY OR PERMANENT SEEDING
DURING WORK ON THE STREAM TO DIVERT FLOW FROM AND DEWATER MUST BE APPLIED ON ALL GRADED SLOPES AND FILL WITHIN 7 CALENDAR
THE DESIGNATED AREA IN ORDER TO WORK. THE TEMPORARY DAYS, PERMANENT SEEDING MUST BE APPLIED TO ALL DISTURBED AREAS
PUMP-AROUND USED BY THE CONTRACTOR SHALL MEET ALL REQUIREMENTS WITHIN 15 WORKING DAYS OR 90 CALENDER DAYS.
SPECIFIED IN THESE PLANS. THE TEMPORARY PUMP-AROUND SHALL BE 8. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR
INSTALLED AND REMOVED IN ACCORDANCE WITH THE MANUFACTURER'S STABILITY AND FUNCTIONAL OPERATION FOLLOWING EVERY RUNOFF
GUIDELINES. TWENTY-FOUR (24) HOURS PRIOR TO THE INITIATION OF PUMP-AROUND PRODUCING RAIN EVENT AND/OR AT LEAST ONCE PER WEEK. ANY NEEDED
ACTIVITIES, THE CONTRACTOR SHALL MEASURE THE APPROXIMATE FLOW MAINTENANCE OR REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN ALL
RATE AT THE PUMP-AROUND LOCATION. THE FLOW RATE SHALL BE SUBMITTED MEASURES AS DESIGNED. ACCUMULATED SEDIMENT SHALL BE REMOVED FROM
TO THE DESIGNER FOR APPROVAL. THE CONTRACTOR SHALL, THEREAFTER, CONTROL MEASURES WHEN THEY REACH APPROXIMATELY 50% OF THEIR
UTILIZE A PUMP(S) SUFFICIENT TO ACCOMODATE 120% (1.2 TIMES) THE APPROVED FUNCTIONAL CAPACITY. THESE MEASURES SHALL BE REPAIRED IF DISTURBED
FLOW RATE. DURING MAINTENANCE. ALL SEEDED AREAS SHALL BE FERTILIZED, RESEEDED
5. IN THE EVENT OF A STORM, THE CONTRACTOR WILL BE RESPONSBLE FOR THE AND MULCHED, AS NECESSARY, TO PROMOTE THE ESTABLISHMENT OF
REMOVAL OR PROTECTION OF ANY EQUIPMENT, TOOLS, MATERIALS OR VEGETATION COVER.
OTHER ITEMS NEEDED TO COMPLETE THE WORK THAT COULD BE AFFECTED
BY STORM FLOWS.
CONSTRUCTION SEQUENCE:
THE CONTRACTOR IS RESPONSIBLE FOR FOLLOWING THE SEQUENCE OF CONSTRUCTION IN ACCORDANCE WITH THE PLANS, AS DIRECTED
BY THE DESIGNER. CONSTRUCTION SHALL PROCEED IN THE SPECIFIED MANNER UNLESS OTHERWISE DIRECTED OR APPROVED BY THE
DESIGNER. THE FOLLOWING PROVISIONS, ALONG WITH THE INSTRUCTIONS CONTAINED IN THE PLANS, CONSTITUTE THE SEQUENCE OF
CONSTRUCTION.
GENERAL SITE NOTES:
- ALL PUMP AROUND OPERATIONS SHALL BE INSTALLED IN A MANNER THAT IT WILL BE ALLOWED TO RUN 24 HOURS A DAY UNLESS CHANNEL
WITHIN THE PUMP AROUND LOCATION CAN BE STABILIZED WITHIN THE WORK DAY.
- UPON APPROVAL FROM THE DESIGNER, PHASES 2 THROUGH 4 MAY BE CONSTRUCTED IN A DIFFERENT SEQUENCE THAN INDICATED BELOW
OR CONCURRENTLY.
PHASE 1: INITIAL SITE PREPARATION.
1. INSTALL EROSION CONTROL DEVICES IN ACCORDANCE WITH THE SITE STABILIZATION PLAN AND AS DIRECTED BY THE DESIGNER.
PHASE 2: COMPLETE STREAM RESTORATION OF SITE 3A - STA 10+00 TO 13+50
2. BEFORE CONSTRUCTION ACTIVITIES START, INSTALL PUMP AROUND OPERATIONS AS DESCRIBED IN THESE PLANS.
3. BUILD CHANNEL AS DEPICTED IN THESE PLANS, BEGINNING AT THE MOST UPSTREAM POINT.
4. ONCE DISTURBED AREAS AND EXPOSED SLOPES ARE STABILIZED, REMOVE PUMP AROUND SYSTEM.
PHASE 3: COMPLETE STREAM RESTORATION OF SITE 3B
5. BUILD CHANNEL AS DEPICTED IN THESE PLANS, BEGINNING AT THE MOST UPSTREAM POINT.
6. ONCE DISTURBED AREAS AND EXPOSED SLOPES ARE STABILIZED, REMOVE PUMP AROUND SYSTEM.
PHASE 4: COMPLETE STREAM RESTORATION OF SITE 3A - STA 13+50 TO 14+00
7. BEFORE CONSTRUCTION ACTIVITIES START, INSTALL PUMP AROUND OPERATIONS AS DESCRIBED IN THESE PLANS. THIS MAY
REQUIRE SIMULTANEOUSLY PUMPING AROUND THE UPSTREAM PORTION OF SITE 3A AND SITE 3B.
8. BUILD CHANNEL AS DEPICTED IN THESE PLANS, BEGINNING AT THE MOST UPSTREAM POINT.
9. ONCE DISTURBED AREAS AND EXPOSED SLOPES ARE STABILIZED, REMOVE PUMP AROUND SYSTEM(S).
PHASE 5: PLANTING
10. INSTALLING LIVE STAKES AND BARE ROOT TREES CAN BE INITIATED PRIOR TO, AFTER, OR CONCURRENTLY AS PHASES 2-4 ARE
COMPLETED, AS LONG AS THE PLANTING OCCURS AFTER DISTRUBANCE IS COMPLETE AND STABILIZATION IS INITIATED. LIVE STAKES
AND BARE ROOT TREES SHALL BE INSTALLED DURING THE DORMANT SEASON (NOVEMBER 6- MARCH 24). PREPARE AND INSTALL LIVE
STAKES AND BARE ROOT TREES IN ACCORDANCE WITH THESE PLANS AND AS DIRECTED BY THE DESIGNER.
*** IF CONSTRUCTION OCCURS OUTSIDE OF THE DORMANT SEASON, UPON APPROVAL OF THE DESIGNER, PHASE 5 SHALL BE COMPLETED
IN THE DORMANT SEASON. AFTER PHASE 6.
PHASE 6: COMPLETION OF PROJECT SITE
11. REMOVE ALL REMAINING WASTE MATERIALS AND RESTORE THE REMAINING DISTURBED AREAS TO THEIR PRIOR CONDITION.
SEED AND MULCH ALL DISTURBED AREAS UTILIZING THE SEED AND MULCH MIXES SPECIFIED IN THE PLANS.
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SITE
STABILIZATION
PLAN
SHEET 8 OF 8

Site 3a/b
Existing Existing Reference Reference proposed Proposed
Variables (common (common
Tl T2 design design Tl T2
ratios) ratios)
Rosgen Stream Type E4 E4 B4 sh-eams C,E4 streams E4 E4b
Mitigation Type Restoration Restoration Restoration Restoration Restoration Restoration
Drainage Area (mi�) 0. ] 2 0.14 n/a n/a O.l 2 0.14
Bankfull Width (Wek�) (ft) 8.2 11.4 10.0 L0.0
Bankfull Mean Depth (dekf) (ft) 1.3 1 1.1 11
Bankfull Cross-Sectional area (Aekf) (ft�) 10.9 10.9 109 L0.9
Width/depth Ratio (Wek�dnkf) 6.2 12 12.0-18.0 10.0-14.0 9.2 9.2
Maximum Depth (dmekf) (ft) 2 13 1.7 1.7
Width offlood prone area (Wf�,a) (ft) >18 >20 27 27
Entrenchment Ratio (ER) >2.2 >2.2 2.7 2.7
Sinuosity (stream length/valley lengtll) (K) 1.2 11 11-1.2 1.2-1.6 1.1 11
Pool Depth - mean (ft) - - 1.5 1.5
Riffle Deptl� - mean (ft) 1.3 1 1.1 1.1
Poo] Depth - max (ft) - - 2.9 2.9
Pool Width (ft) - - 14.0 14.0
� Riftle Width (ft) 8.2 L 1.4 10.0 10.0
c
' Pool XS Area (s� - - 20.7 20.7
�
m
� Riffle XS Area (sfl 10.9 10.9 10.9 10.9
Q Pool depth/mean riffle depth - - 1.4 1.4
Pool width/riifle width - - I.1-I.5 13-1.7 1.4 1.4
Pool area/riffle area - - 1.9 1.9
Max pool depth/d�kf - - 2.0-3.5 2.0-3.5 2.6 2.6
Bank Height Ratio (BHR) 1.8 l.6 1.0 1.0 1.0 l.0
Meander length (Lm) (ft) - - 42-56 42-50
Radius of curvature (R�) (ft) - - 15-25 13-25
� Belt width (Wb1i) (ft) - - 19-22 15-26
� Meander width ratio (Wb1t/Wikf) - - n/a 3.5-8.0 1.9-22 1.5-2.6
Radius of curvature/bankfull width - - n/a 2.0-3.0 1.5-2.5 13-2.5
Meander length/bankfull width - - na 7.0-] 2.0 4.2-5.6 42-5.0
Valley slope 0.014] 0.0113 0.0114 0.0222
Average water surface slope 0.0] 08 0.0172 O.011 0 0.0212
Riffle slope O.011 0.0028 0.011 0.011
Pool slope - - 0 0
Pool to pool spacing - - 20-30 20-28
ti Poollength - - 7-17 7-15
�
�
`� Riffle slope/avg water surface slope 1.02 0.16 11-1.8 1.5-2.0 1.00 0.52
Pool slope/avg water surface slope - - 0.0-0.40 0.0-0.20 0 0
Pool length/bankfull width - - 0.7-1.7 0.7-I.5
Pool to pool spacing/bankfull width - - I.5-5.0 4.0-7.0 2.0-3.0 2.0-2.8
T1 and T2 do not have distinct bed features, therefore no pattern data were collected and only limited dimension and profile data were collected.
<-- with low sinuosity
<--- We did not meander our stream, tried to keep it near existing path, so ended up lower ratio
<--- We did not meander our stream, tried to keep it near existing path, so ended up lower ratio
<-- high because of 4 drops, new floodplain, riffle slopes at 0.011
<-- high because of drop after sewer line, proposed higher due to added pools, riffle slopes at 0.011
<-- very low slope up top where cross section taken, has not incised yet like bottom section
<-- low because of 4 drops, high water slope - :