20081817 Ver 1_More Info Received_20090506

Kimley-Horn
?. and Associates, Inc.
May 4, 2009
Ms. Cyndi Karoly
NC Division of Water Quality
2321 Crabtree Blvd.
Raleigh, North Carolina 27602
Re: NCDWQ Project # 08-1817 - Northeast Judd Parkway Extension
GC 3704 PCN Application Additional Information Request
Wake County, North Carolina
Dear Ms. Karoly:
On December 10, 2008, we submitted a Preconstruction Notification Application
on behalf of The Town of Fuquay-Varina for authorization to construct the above
reference project under General Water Quality Certification Number 3704. We
subsequently received a third round of comments from your office, dated April
28, 2009, requesting additional information about this project. The requested
information is provided below and in the attachments included with this letter.
The following additional information was requested in your letter of April 28,
2009:
1. Per Item 2 of the Required Items Checklist for bioretention cells, please
provide plan details of the cells at a scale of I " = 30' or larger. Please
provide proposed contour lines to show that the appropriate footprint for
the bioretention cell can be achieved.
As requested, we have increased the scale of the bioretention cell to
greater that 1" = 30'. A revised detail sheet is attached. Regarding the
proposed contours, for linear roadway construction projects, we do not
typically generate proposed contours. Alternatively, we are providing
you with the project cross sections which have the bioretention cells
drawn into them. The cross sections are to scale and show the actual
footprint of the proposed construction.
2. Please provide an appropriate device (either a pipe or a reinforced
Swale) to non-erosively convey the discharge from the bioretention cells
to the stream during the 10 year storm.
We have added a reinforced swale to carry the discharge from the
bioretention cells down to the stream. The roadway design plans and
hydraulic calculations have been updated and are attached for your
review (see attachment A).
R§@E§Gwg Do
MAY U o 2009
DENR - WATER QUALITY
VVE MANDS AND STORMWATER BRANCH
¦
P.0 Box 33068
Raleigh, North Carolina
27636-3068
¦
TEL [phone]
FAX [phone]
mom"' Kimley-Horn
and Associates, Inc.
3. Please provide the construction sequence on a plan sheet, where it will
be more prominent. In addition, provide watering specifications to
establish the sod.
The construction sequence has been clearly referenced with bold
lettering on plan sheet 8 and a detailed description of the construction
sequence and watering specifications has been added to detail sheet 2-E.
A large scale copy of sheet 2-E is attached for your review.
As requested in your letter, 5 copies of all additional information are being
provided herein.
If there is any additional information you need to assist in the processing of this
application, please do not hesitate to contact me at [phone].
Very truly yours,
KIMLE -HORN ASSOCIATES, INC.
M , P. S
P /jje anager
Enclosures
Cc: Mr. Jay Meyers, Public Utilities Director
Attachment A - Hydraulic Calculations
I %
Ditch from 65+00 to 66+93 LT -L-
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Manning Formula
Normal Depth
0.035
0.07000 ft/ft
2.50 ft/ft (H:V)
2.50 ft/ft (H:V)
0.66 ft3/s
,h A-c
C 0,3
0.30 ft
0.22 ft2
1.60 ft
1.48 ft
0.34 ft
0.03569 ft/ft

3.00 ft/s

0.14 ft ,-.
r
0.44 ft
1.37
Supercritical
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.30 ft
0.34 ft
0.07000 ft/ft
0.03569 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/1/2009 11:03:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Ditch from 65+15 to 66+73 RT -L-
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.035
Channel Slope 0.02000 ft/ft
Left Side Slope 2.50 ft/ft (H:V) A, 4 -1
Right Side Slope 2.50 ft/ft (H:V) 0.5?

Discharge
2.59
ft3/s G.s i ?f. 6?' G•?
,;.

Results
Normal Depth 0.63 ft
Flow Area 0.98 ftz
Wetted Perimeter 3.38 ft
Top Width 3.13 ft
Critical Depth 0.58 ft
Critical Slope 0.02974 ft/ft
Velocity 2.64 ft/s
Velocity Head 0.11 ft
Specific Energy 0.73 ft
f," "'ti,'e?p,?•
Froude Number 0.83
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.63 ft
Critical Depth 0.58 ft
Channel Slope 0.02000 ft/ft
Critical Slope 0.02974 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/112009 11:15:36 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
, r
Kimley-Horn
and Associates, Inc.
Job `Q vv ? Subject
Designed by --? ILL Date lk - Z`? - °`? Checked by
Sheet No. of
Job No.
Date
C' i G Pis ?S-+oo L--r - L
c - 0.3
(Lmcl
G? n 1Pt SP\ ?? 4 cs h cr>c1CL y +9? 5 4 ??" '4 s S
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GQ e+k^ N?' ??•i'+.a" ..7f \1..1 r.9 iv9f ??.-Q-.C ??? r:.°' ?, F.?rr F
0. 1,4 10
" e? ? .bvr> s>'
5 cc?- a f ELW (-OS-t-&O za'74, 2,-7 Of-
P"
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0'Z-) oc
4L
(, o = CG, fv 1 h> CL(o.s '/ra (C3•IS°) = . 08 G
of Trams SP' ?w?o puru a U ; } ) o t?V
L \,4
One of FORTUNE's 100 Best Companies to Work For
Bio-Retention Terrace at 65+00 LT - Weir Calculation
Project Description
Solve For
Input Data
Discharge
Crest Elevation
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
Results
Headwater Elevation
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Headwater Elevation
0.37 ft'/s
373.75 ft
0.00 ft
Gravel
5.00 ft
18.00 ft
373.79 ft
0.04 ft
-373.75 ft
2.52 US
1.00
2.52 US
0.73 ftz
0.51 ft/s
18.08 ft
18.00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
4/2912009 8:09:54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Bio-Retention Terrace at 65+15 RT - Weir Calculation
Project Description
Solve For
Input Data
Discharge
Crest Elevation
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
Results
Headwater Elevation
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Headwater Elevation
2.08 W/s
373.35 ft
0.00 ft
Gravel
5.00 ft
18.00 ft
373.48 ft
0.13 ft
-373.35 ft
2.56 US
1.00
2.56 US
2.28 ftz
0.91 ft/s
18.25 ft
18.00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
4/2912009 8:08:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
PLANS PREPARED BY;
ITEM PERCENT BY WEIGHT MATERIAL
DETAIL 78
Kimley-Horn
BIO-RETENTION TERRACE SAND 85-88% CONSTRUCTION SAND f, and ASSOCIateS, Inc
FROM STA. 64+00 TO STA. 65+15 -L- (R'~ PO BOX 33068
RALEIGH, NC 27636-3068 FINES 8-12% SILT AND CLAY ~qY ~ 2009 PHONEe(919)671-2000
FROM STA. 64+50 TO STA. 65+00 -L- (L~ FAX: [phone] ©2007
DENR•WATER~.1'~d
B ORGANIC MATTER 3_go/a PEAT MOSS osaNnsra~
CLASS II RIP RAP
A '4~
BIORETENTION SOIL MIXTURE (BSM): SHALL BE PLACED AND GRADED USING .LOW
GROUND-CONTACT PRESSURE EQUIPMENT OR BY EXCAVATORS AND/OR BACKHOES
OPERATING ON THE GROUND ADJACENT TO THE BIORETENTION FACILITY. NO HEAVY
EQUIPMENT SHALL BE USED WITHIN THE PERIMETER OF THE BIORETENTION FACILITY
FLOW S E CKF BEFORE, DURING, OR AFTER THE PLACEMENT OF THE BSM. THE BSM SHALL BE PLACED IN SEAL
~ ~ AS BIO- ENTIO HORIZONTAL LAYERS NOT TO EXCEED 12 INCHES FOR THE ENTIRE 'AREA OF THE PtANSPREPAREDSYc
BIORETENTION FACILITY. THE BSM SHALL BE COMPACTED BY SATURATING THE ENTIRE
~g~ SOIL E A FLOW AREA OF THE BIORETENTION FACILITY AFTER EACH LIFT OF BSM IS PLACED UNTIL WATER ~,]IB$ON
FLOWS FROM THE RIP RAP DAM. WATER FOR SATURATION SHALL ~E APPLIED BY ENC1wEE~s, PC
FUOUAY-VARINA, NC 27526 SPRAYING OR SPRINKLING. AN APPROPRIATE SEDIMENT CONTROL DEVICE SHALL BE USED PG BGX 700 PHONES f9I9) 552-2253
- ~ - F- ~ ~ F-- TO TREAT ANY SEDIMENT-LADEN WATER DISCHARGED FROM THE'RIP RAP DAM. IF THE FAXsf9I9>552-2254
0 BSM BECOMES CONTAMINATED DURING THE CONSTRUCTION OF THE FACILITY, THE
CONTAMINATED MATERIAL SHALL BE REMOVED AND REPLACED. WITH UNCONTAMINATED
DNE MATERIAL AT NO ADDITIONAL COST TO THE ADMINISTRATION. FINAL GRADING OF THE BSM
FLOW CLASS B STONE
~ ~ . _ _ ~ DISSIPATER SHALL BE PERFORMED AFTER A 24-HOUR .SETTLING PERIOD. FINAL :ELEVATIONS SHALL. BE
WITHIN 2 INCHES OF ELEVATIONS SHOWN ON THE CONTRACT PLANS.
THE BIORETENTION SOIL MIXTURE (BSMj SHALL BE A UNIFORM MIX, FREE OF
STONES, STUMPS, ROOTS OR OTHER SIMILAR OBJECTS LARGER THAN. TWO INCHES SEAL
NON-WOVEN GEOTEXTILE EXCLUDING MULCH. NO OTHER MATERIALS OR SUBSTANCES SHALL BE MIXED OR DUMPED
B,
WITHIN THE BIORETENTION AREA THAT MAY BE HARMFUL TO PLANT GROWTH, OR PROVE A
HINDRANCE TO THE PLANTING OR MAINTENANCE OPERATIONS.
AFTER THE BIORETENTION SOIL MIXTURE FINAL GRADING, THE ENTIRE EXPOSED TOP
SURFACE SHALL BE SODDED USING A HYBRID BERMUDA GRASS AND CENTIPEDE MIXTURE.
BIO-RETENTION TERRACE CELL NO SUBSTITUTE IS ACCEPTABLE.
NO SCALE z
W QC
ti
O
CLASS II RIP -LEVEL @ TOP
Z
B O 0 0 0
o
W o OC ? a
EXISTING GROUND ~ ~ o
a SOD SURFA FTER
FINAL GRADI 4
CLASS II RIPRAP BACKFILL TO MEET
TOP ELEV 5'-0" EXISTING GRADE Bio-Rete A W/BIO-RETENTION 1. Excava 3io-Retention Construction Sequence.
. ~
c O _ SOIL MEDIA .Excavate roadsede ditches and place temporary seeding as standard duron construction. 4 Z
o O 2. Ensur ~ 9~~ LEVEL ~Jl~ 3. Begin Ensure that bio-retention terrace areas are stable: before.. beginning construction. ~ z
3. Begin construction. of biq-retention area by placing .rip -rap dam at the downstream end
of th ~~~~1=~~~-~ Q 4. Add 3'-0" CLASS B plan of the terraces and the rip rap dissipater at the upstream location of the terraces.
f. Add bio-retention soil mixture as described in Detail 18 on plan sheet 2-. o Z
After the bio-retention area has been final graded, lay sod as described in Detail 18 on a
plan sheet 2-E.
~ I I=III STONE
~ III - Waterin ~ EXISTING GROUND Watering .Specifications w
For gea NON-WOVEN GEOTEXTILE determi CLASS II RIP RAP of water. =or germination establishment, water every 2 days for 2 weeks. Post-germination, water weekly W
until fullyestablished. Water to a soil depth of 4 to 6 inches. Probe with a screwdriver to J
determine moisture depth. Bermuda grass needs a weekly application of about 1 to 1 V4 inches
~f water. On sandy soils it often requires more frequent watering, for example, l/2 inch of water KHA PROJECT=:
every thi very third day. It is .often necessary to irrigate an area for 3 to 5 hours to apply 1 inch o$ 011622001 DATE;
water. (I BIO-RETENTION TERRACE CELL -SECTIONS Clay soil ~vater. (It requires b40 gallons of water to deliver 1 inch of water per thousand square feet. os-o~-ZOOS
Clay soils accept water. slowly, irrigate just until runoff occurs, wait lr1 hour until the water has
been a NO SCALE been absorbed, then continue irrigating until the desired depth or amount is obtained. F?NALPtANS
-
I

SEE SHEET 2-E FOR SPECIAL LATERAL 'V' DITCH ® P1ANS PREPARED BY; _L - _ STRUCTURE N0, 40 STRUCTURE N0.4f
CONSTRUCTION SEQUENCE BYPASS CHANNEL TRIG TO TERRIBLE CREEK t- sra se+5o rcrJ c- srA 6r rtTJ
SEE DETAIL 14 AM PJ Stc BIO-RETENTION TERRACE JURISDICTIONAL STRE PI Sta s2+O1,70 Pl Sto 81(77.65.
EST 15 TONS CL 'll' RIPRAP SHEET 2-E (RELATIVELY PERMANENT WATER) ' TONS CL 'B' RIPRAP L EST 2 OUTLET CHANNE 32' 25' 55.6'.1RT1 INV _ INV IN rSEJ = 3625 ~ = 54'13' 44.3' 1RT1 n~PEE~cI-e armors i~v o~ ~i=
! ' EST 12 SY FF h SEE DETAIL 7 _ 6p CONTRACTOR TO ADJUST L _ , D =6'09' 39.0' D = 3' 22' 13.2` GRATE: s~oz9 roP ELEV = 3612
CL II RIPRAP TOP ELEV=373.75 SHEET 2-F TOP ELEVATION OF L = 526.42' TYPE = re s~o,~l KlrYlsey-:Horn
MEDIA SURFACE ELEV=373.00 INSTALL ROCK T = EXISTING SS MANHOLE. T = 270.4T L = 1,609.01 wi &d0~' and Associates, Inc T = 87048' STRUCTURE N0.42
A N F H IR BOTTOM ELEV=370.75 CHECK DAM TO FILL SLOPE ELEVATION. R = R NSDELL, E S SEE DETAIL 19 ! wB 966 PG 0-E SEE DETAIL 18 50 NEUSE _ R = 930.00' ~ -L- STA rcrJ
SHEET 2-F . . $E SHEET 2-E ' ~ RIPARIAN 20 15 RCP f ~ r SE _ 04 R 1,7!10.00' INV our =36296 STRUCTURE N0,43 RAI.EION,NC 27636-3068 SE ~ ®4 STA 6T+54 rLTJ PNONEs 1919) 677-2000 .
PT Sto. 64 57,65 , , ~ ~ BUFFER t, ~ '-12~ RCP SPECIAL , LATERAL V ~a. 20 INV ~ = 361.J0 FAX: f919> 677-2050 ©2007
~ ~mmrr... ~.O.ITCH WV CLASS 'RI~RA~ ~ r I ~ , ~ ~ ~ FOREBAY
z I CUT DITCH_ _ EST 120 TONS ~ I ~ 1 I ' ~ ~A~.° r EST. I TON CL 'B' RIP RAP ~ ~ ~ w.SP CA.l, € I . ~~I ~ # \\\\~~~~tuul~ir~~q
ft'~ SE 'DC~.TAIL II t EST 2, 04 $YFF' r ~ t I ~ ~ r ~ , TEST 0.5 TONS 57 STONE , r 1 ~ +so ,n1 1 ® caRQ~,%,,,
SSE DE AIL 10 ~ E ~ ~ ~ SHE T 2~~ I ~ ~ ; ~ ~ ~ I ~ 1 , , ~ , EST 5,. SY FF LOW POINT { ~ S~iEET ,2-E i ~ ~ 65 , ~I 1 ~ _ , ~ r ~ I t I ! ~ , ! ~ . TOP ELEV 362.50 + _ POINT ~
~ ~ !r ~ ~ I 1 , E ~ , f ~ a _ STA. 67 89 L- ~ . +57.6 ~ f ~ 1 +65 r € ! ~ +J5 ~ r i , BQf TO -ELEV-361.50 57+89 -L- JACKSON. ROBB~E ET aL : ~~~0~~o y9~~; DB 9347 PG 2558 SEAL
ti r, ~ 1 50 ~ ~ r ~ ~ , ~ ! 5a ~ ~ ~~t S~ ~ AIL,~12 SHEET 2-F € ~ 7 .
O J ~ 1 ~ ~ ^1Yi. ~ti ~ ~ ; , ~ ~ NC. L EL SPREADER .029816
! ~ i, f ~ ~ I . ~ i ~ , ~ ~ : ~ LEV. E OP _E6GE)-362.70 ' , ~ I O ~ ~ { ~ ~ ~ r ~ fLOw SPUTTER DEVICE DETAIL JUNC770N eox 4< % IT ! Nti..~~,~,
/ ws I ; r 1 ' ~ ~ . SST, 5, SY PSR~M- ~ ~ ~ I I E ! W ~ ~ ~ _ ~ t ~ ~ E , i ~ ~ , ; ~ 1 " ~'.%SEE D~T~11L 9, ~ FAL-SE SUMP ELEV 3sr2o -L ° PC $t0.73 f®7J7 ,~~''~y~~l) n~```~\\\
N _ r~ ~ f ~ ~ r SkIE~fi 2-F~ SEE DETAIL 8 ~ / SEAL
c0 ~ ~RqU ~'R~ ~ ~ P 'SHEET 2-E ! Z b ~ ~1 ~ r- 3Sd +80 9 ~ r
a , ~ r ~ t : ' ~ , , ~ +6:5~ SPECIAL LATERAL V DITGH~, LATERAL BYP S PI E 15' RCP
4, ~ l , ; + ~ ! 50 ; SEE DETAILS ~,m~~,~ i ' ~ d a O $ ~ r ~ ~ 1 s ~ F .'42,~ +9(~ ! ~ . f N © ~ HW ~ E INV 363.50 PLANS PREPARED BY: =TA1t~~'m~.~ JURISDICTIONAL
~ ~ ~ --s.. ~ p , ~ ~ ~o f ~ r .SHEET 2-E 2~`+40 1 INV 36250 INV 36250 YVETLAND ~ i pr
~ ~ C ~ o 0 ~ N, ~ x ~ JB ~ ~ ~ = C ~ 75 ~ ' (DIRECTLY ABUTS 1 DJ
~ ~'e / O. tza / r I5 ~ ~ 75' I ~ R „ / k t ~ , , e RCP ~ E , . / ~ ~ F ~ , , 10 fig, t 41 ~ - ; r
' ~ I 'r p i ~ ? ( 1 ~-I .r ~ / ' r ~ ~ r w r, , ~ ~ / t s t ~ ,'?M 5~ +75 I5"kcP 61 ~ 05' 12'RCP A RELATIVELY ~ EMG[NEERS,PC 50' ~ ; 2'-a7~ PERMANENT WATER) Po sox 700
SPECIAL CUT DITCH r ~ + b ; ~ 39 35 0 _ ~ / ' FUQUAY-VARINA, NC 27526 ~ ~ - ~ PNONEe t919> 552-2253
, ~ , ' a, 2G~ B SEE DETAIL II f ~ ~ +57.65-' 1 SHEET 2-E ;r ~ , 50 ~ ~ ) ~ t ! ~ 4 FAX: f919) 552-2254
e ~ J ~ ' ~ 1 ~ - T E d I ! f~l` "w 4 -~^n
t 1 t ~ / ~ ~ I h ~ ? r V ~ 5~' ~ ~ 4s •
! r; o ~ ~ t U r r ~ x, ~ r ~ X50' ~ F , . 35'U 1 t t ~i ~ 75 S ~ r ~ ~ , t r ~ p ~ ` ` ~ ~ ANC
~~F F 85 ~ r l j ~ ~ ~ i f ~ ~ ! x } , f i EC AL's , ATERAL ~V z ~ , t ~ ~ ~
l ~ ~ 1 l ~ / +40 a~ ~ A. , ~ TCH ~ MASS rB ~IPRaP / € , f ~ ~'v E ~ ~ 1 • ~ 07.17 ~ \ $ ~ _ ~
l ST Y4L 1VS ~ ~ ! 1 ~ ~ i i a EST 2,0 . FF r ,r € ~ ~ I ~ r ~ ~ ~ ~ +z s.~, p ~ , ~v , ~
Y r ~BIO-RETENTION ~'ERRACE, ~ ,r 1' f / , ~ A ~
EST 15 TONS C II RIPRAP ~ r 1 1 r 7. r r L ~ ~ f i q, ' 1 , o r ~ t~ ~ 90 ' 1 l N ° -
fST 2 TONS CL B RIPRAP ti - ~ ~ r i i~ ~ ~ t°' 2= ~ 1 f ~ \
i 1 ~ ' r~ ' ~ { i .70'1 ~ - ~ f s' ~ { i ~ _ EST 12 SY FF " R STALL ROCK ~ / ~ ~ ~ ~ ~ , ~ ~ , o, ` , ~ , f, ~ _ ~_:::ry~ o N -p ~ - ~ ~ . F~. SEAL
CL II RIPRAP T0~' EL-373.35: / ~ ; , ~ _ +50 ! ECW DAM 1 7 r ,1 , ~ ' ~ ! MEDIA SURFACE ELEN~372.60 M, S QETAIL I ~ r / ~ ~ ~ ~ ~ I ~ 50 i0 M \ ~ ~ F
BOTTOM ELEV-370.35 i ~ .:~h 1' -F ~ ~ ~ ~ N ` i ~ ~ z % ~ ' ~ E, 1 t~ ~ , E, ~ ~ ~ , ,x JA ; 50 A B E L f ~ r , t
SEA DETAIL 18! SHE "f 2-E~ ,r ,E ~ ~ ~ ~ ~ ~ , ~ 4~ PG 2$~' yv f'~ P~ - r° ~ `rSPECIAL LATERAL 'V' C ! Ei ~u ~ ~ ~ t ~ , ~ r r ~ ~ p` / ~ ~ ~ t 115 ~ ~ ~ i i .ATERAL 'V' DITCH ` ~ ~ 1 ~ ` fii ~ ~Q~ ~tl
SE HEFT 2 E FO ~ ~ f ~ ~ r~ / ~ s ~ ! ,I ~ ~ f ! ~ i 1 WITH CLASS B RIP RA ~S ~ ~ ~ I i ~ , ~ a r ~ r rl ~ / t t +oo ! ~ 1 ~ 4 , E~ ~ i , ~ ~ ~ ~ EST 70 TONS ~S 'B' RIP RAP - ~ ~ ~
CONSTRUCTION SEQUF„A1CE ~ it ~ a ~ 1 ~ ~ . ~ ~ ~ f ~ goo ,,i ( a , ' ~ o ~ r t i EST 160 ~Y`FF ~ r ~ ff ( i ~ ' a ' ~ ~ ~ ~ j~ ~ ~ t ~ ~ j ~
! ~•1 ~ ~ , ti f ~ ~ ~ ~ SEE DETAIL 10 IL 10 r ' r' , ~ .:M ~ ~ E
' l ~ ~ i ~,'r ~ ~ ~ ~ t s ~ a, ,0 u~ ~ i' ~ / ~ ~ I _ r'o E! E« m ,a, x ~ , SHEE f 2 E r ,d
ray ~ f _ -BL-t ~ 18 ~ f ~ ,..„.,.m~..~'y; +07,12. ~ Q
! ! t ~ , r a 1 ~ Y ~ ~ L 5rA 67+96.29 t~FF 73.60 Rr
G F' t ' ~ - _ % ~ ELEV-36,7.51 ~ , r r' A ~
IRANSDELL. N;F. HEIRS ~ 4 t f , ~ i i ,f 1 INLET CHANNEL ~ ; 1 r I ` y ~ ~INSfiALL 'TOE v l/ /
~8 ~6 PG 0-E I ~ ~k SEE DETAIL 16 { I ? -BL- i -RL- 9 99 ~ ~ ' ~ PROTECfi10N^, I ~ y ,F ' SEE DETAIL 3` ~ z
' SHEET 2-F ~ i ~ ~ I -Lr PREFORMED SCOUR HOLE ~ 1 , -Lr 8rtA 71 + 4.95 OFF 73.0~~RT ~ ~ SHEET 2°E ~ g
-BL-116 ~ 0 50' NEUSE OUTLET PROTECTION _ F r = , ~LEI/=378;23' ~ ~ ° ~INS~TALL ROCK 'ti
' ° RIPARIAN BUFFER ' ' } r r F CLASS B RIP RAP SEE DETAIL 19
-L- STA 63+65.71 oFF 107.22 RT , EST 5 TONS ELEV=380.48' -BL-117 FF ~ SHEET 2',-F
EST 8 SY -L-STA 65+ .84 4FF 84.46' RT EST 25 SY PSRM 0 ~ r--__~.~~~._~._,.~.
ELEV=372. SEE DETAIL 5 rf~ _ f.N{~TE: SEE EROSION ~CONTRO~ PLA~'~aFOR SKIMMER BASIN o
SHEET 2-E i ~ " AND SEDIMENT TRAP DES~I~(NS & OMITS OF CONSTRUCTION
t x_~:~.. ~ k.., -s--~}-_E._ E•~; _:,..q._"x..,'' E '-h, r~_;~; _ r ! ~?-~~-i-,~-~ :-c-~-r-~-e- - :-.t--,-, ,-s-„-s_._.~ sr_;~., .1 u ,1 J.....p,.,.
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- f _ - - _ _ ~ - L NE JUDD PARKWAY ~ . = _ .r ~ ~ E ~ " ~l
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