20140843 Ver 1_More Info Received_20141211

Strickland, Bev
From: Devane, Boyd
Sent: Wednesday, April 01, 2015 3:04 PM
To: Strickland, Bev
Subject: Help clean up this file #14-0843
ON the Jule Noland Drive Phase II (20) file that was created on 12.15.14,(currently with 52 pages) please remove the
following pages which are duplicates:
32
33
34
35
46
47
48
49
50
52
thanks

Wanda H. Austin, PE
Engineering Services
828 508 -2639
828 342 -5079
December 8, 2014
RE DWR 414 -0843
401 & Permitting Unit
Attn Ms Karen Higgins
1617 Mail Service Center
Raleigh, NC 27699 -1617
Dear Ms Higgins
45 Homespun Road
Sylva, North Carolina 28779
,-xu146X3
Thank you for the review of the storm water for Jule Noland Drive Phase 11, DWR
#14 -0843 1 have completed the storm water for the project and included 4 copies
A copy of the acceptance into the EEP program is also included for your records.
Please let me know if you need any additional information to continue to process the
application
Sincerely,
Wanda H Austin, PE CPM
CEP"
DEC 1 1 2821
DENR -lA,'ID QfJi',L ;Ty
STORMb "dA7"`R PERfvI.'J r1j'q°ta

.-A
Permit No.
(to be provided by DWQ)
Illu�rtorr��sac�a�►r�p
Please indicate the page or plan sheet numbers where the supporting documentation can be found M incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met If the applicant has designated an agent, the agent may initial below If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
SW 1 1 Plans (1" - 50' or larger) of the entire site showing
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement
w 'p V\I 2 2 Plan details (1" = 30' or larger) for the bioretention cell showing-
- Basin dimensions
- Pretreatment system,
- Maintenance access,
- Outlet structure,
- Overflow device,
- Flow distribution detail for basin inflow, and
- Vegetation specifications
3 Section view of the basin (1" = 20' or larger) showing
- Side slopes, 31 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures
RIB ED,
DEC 112014
DENR -LAND CU,',UrY
STCRIAWA ', Erg Pl=i nvl; i I VIG
6 A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized
u J Y4 ( w] 7 The supporting calculations
W 14 A 46f hEC] 8 A copy of the signed and notarized operation and maintenance (0 &M) agreement
(UiPF 2:)vv \— 9 A copy of the deed restrictions (if required) P -©C r how n w � ;-� f ans
10 A sods report that is based upon an actual field investigation, sold bonngs, and Infiltration tests County
sod maps are not an acceptable source of sods Information
V (--t_ 6p4TCQI OL, WeYIouS LY 'h PP f6V7.CD
Form SW401 -Dry Extended Detention Basin -Rev 3 Part III Required Items Checklist, Page 1 of 1

Peak Flow Calculations
Drainage Area
C
1 (in/hr)
IA(acres)
Q
Pre Development
1
035
0.107
093
0 035
2
0.35
0107
12
0.045
3
035
0.107
086
0.032
4
0.35
1 0 107
1 107
0 040
5
0.35
1 0.107
0.75
0.028
Post Development
1
0.95
0.107
093
0.095
2
0.95
0.107
1.2
0122
3
0.95
0.107
0.86
0 087
4
095
0.107
1.07
0 109
5
0.95
1 0.107
0.75
0 076
Runoff Volume Calculations
Drainage Area
la
Rv
Rd
A (acres)
V (cu ft)
1
0.89
0.85
1
093
2880
2
0.91
087
1
1.2
3779
3
0.92
088
1
0.86
2737
4
0.70
068
1
107
2644
5
0.54
054
1
0.75
1462
Emergency Outlet Q
3'x3' box
Cw L crest H (ft) Q (cfs)
3.33 8 0.3 4.4

Stage Storage Volume Calculation Table
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
1
less than 2578
operating volume
0
0
2578
805
0
0
2579
1433
1119
1119
2580
2190
1812
2931
over 2580
freeboard
0
2931
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
2
less than 2578
operating volume
0
0
2578
1368
0
0
2579
2366
1867
1867
2580
3720
1 3043
1 4910
over 2580
freeboard
1 0
1 4910
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (co
3
less than 2578
operating volume
0
0
2578
391
0
0
2579
1246
819
819
2580
1 2838
2042
1 2861
over 2580
freeboard
0
2861
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
4
less than 2580
operating volume
0
0
2580
1354
0
0
2581
2367
1861
1861
2582
3652
3010
4870
over 2582
freeboard
1 0
4870
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
5
less than 2572
operating volume
0
0
2572
179
0
0
2573
696
437.5
437.5
2574
1501
1099
1536
over 2574
freeboard
0
1536

Wanda H. Austin, PE
Engineering Services
828 508 -2639
828 342 -5079
December 8, 2014
RE DWR 414 -0843
401 & Permitting Unit
Attn Ms Karen Higgins
1617 Mail Service Center
Raleigh, NC 27699 -1617
Dear Ms Higgins
45 Homespun Road
Sylva, North Carolina 28779
,-xu146X3
Thank you for the review of the storm water for Jule Noland Drive Phase 11, DWR
#14 -0843 1 have completed the storm water for the project and included 4 copies
A copy of the acceptance into the EEP program is also included for your records.
Please let me know if you need any additional information to continue to process the
application
Sincerely,
Wanda H Austin, PE CPM
CEP"
DEC 1 1 2821
DENR -lA,'ID QfJi',L ;Ty
STORMb "dA7"`R PERfvI.'J r1j'q°ta

.-A
Permit No.
(to be provided by DWQ)
Illu�rtorr��sac�a�►r�p
Please indicate the page or plan sheet numbers where the supporting documentation can be found M incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met If the applicant has designated an agent, the agent may initial below If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
SW 1 1 Plans (1" - 50' or larger) of the entire site showing
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement
w 'p V\I 2 2 Plan details (1" = 30' or larger) for the bioretention cell showing-
- Basin dimensions
- Pretreatment system,
- Maintenance access,
- Outlet structure,
- Overflow device,
- Flow distribution detail for basin inflow, and
- Vegetation specifications
3 Section view of the basin (1" = 20' or larger) showing
- Side slopes, 31 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures
RIB ED,
DEC 112014
DENR -LAND CU,',UrY
STCRIAWA ', Erg Pl=i nvl; i I VIG
6 A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized
u J Y4 ( w] 7 The supporting calculations
W 14 A 46f hEC] 8 A copy of the signed and notarized operation and maintenance (0 &M) agreement
(UiPF 2:)vv \— 9 A copy of the deed restrictions (if required) P -©C r how n w � ;-� f ans
10 A sods report that is based upon an actual field investigation, sold bonngs, and Infiltration tests County
sod maps are not an acceptable source of sods Information
V (--t_ 6p4TCQI OL, WeYIouS LY 'h PP f6V7.CD
Form SW401 -Dry Extended Detention Basin -Rev 3 Part III Required Items Checklist, Page 1 of 1

Peak Flow Calculations
Drainage Area
C
1 (in/hr)
IA(acres)
Q
Pre Development
1
035
0.107
093
0 035
2
0.35
0107
12
0.045
3
035
0.107
086
0.032
4
0.35
1 0 107
1 107
0 040
5
0.35
1 0.107
0.75
0.028
Post Development
1
0.95
0.107
093
0.095
2
0.95
0.107
1.2
0122
3
0.95
0.107
0.86
0 087
4
095
0.107
1.07
0 109
5
0.95
1 0.107
0.75
0 076
Runoff Volume Calculations
Drainage Area
la
Rv
Rd
A (acres)
V (cu ft)
1
0.89
0.85
1
093
2880
2
0.91
087
1
1.2
3779
3
0.92
088
1
0.86
2737
4
0.70
068
1
107
2644
5
0.54
054
1
0.75
1462
Emergency Outlet Q
3'x3' box
Cw L crest H (ft) Q (cfs)
3.33 8 0.3 4.4

Stage Storage Volume Calculation Table
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
1
less than 2578
operating volume
0
0
2578
805
0
0
2579
1433
1119
1119
2580
2190
1812
2931
over 2580
freeboard
0
2931
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
2
less than 2578
operating volume
0
0
2578
1368
0
0
2579
2366
1867
1867
2580
3720
1 3043
1 4910
over 2580
freeboard
1 0
1 4910
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (co
3
less than 2578
operating volume
0
0
2578
391
0
0
2579
1246
819
819
2580
1 2838
2042
1 2861
over 2580
freeboard
0
2861
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
4
less than 2580
operating volume
0
0
2580
1354
0
0
2581
2367
1861
1861
2582
3652
3010
4870
over 2582
freeboard
1 0
4870
Drainage Area
Elevation
Surface Area (sf)
Incremental Volume (cf)
Cumulative Volume (cf)
5
less than 2572
operating volume
0
0
2572
179
0
0
2573
696
437.5
437.5
2574
1501
1099
1536
over 2574
freeboard
0
1536

iocuSign Envelope ID: 0673C94A- D7E7- 4COC- BD54- 1080367F7017
/' ex
/
irr- r-
41
{ sT ..M WA<T�_
_7c.
' \7
IN
I� M NT�
4
STORM WATER BASIN #1
-PROPOSED
j I15— CULVERT
INV IN 2577'
16 INV OUT 2576,5'
DRAINAGE AREA #1
0,93 ACRES
j C =1x95
I
STORM WA�j1 ER OUTLET
wr.Oy; EL 2580'
BOTTOM EL 2576'
�_&O�B_t_UT
PROPOSED
CULVERT
,. NV IN 2576,5'
•5.
86° 1V 0Ul T 2576'
m ww
—'TOR N WATER
EMERGENCY OUTLET 3'X3'
TOP EL 2580'
5,, ' EL 2576'
__4 F
STORM WATER
SE
Aso - -� - --
XIS N�
M l 6R!I WATER TER. URB� C
STORM WATER BASIN #3
M
1.31 1 WINI'I W M i {—I\ iJ I'iJ 11\ ITV
GENERAL NOTES,
USE CLASS 'B' CONCRETE THROUGHOUT
PROVIDE ALL CATCH BASINS OVER 3' -6' IN
DEPTH WITH STEPS 12' ON CENTER
FOR 8' -0' IN HEIGHT OR LESS USE 6' WALLS
AND BOTTOM SLAB. OVER 8' -0' TO 16' -0' IN .•'
HEIGHT USE 8' WALLS AND BOTTOM SLAB. o
ADJUST QUANTITIES ACCORDINGLY,
0
15' OUTLET CULVERT : g
�-- 3.0 –�
OUTLET DETAIL
0.5
STORM WATER BASIN #2
CONSTRUCTION SCHEDULE
1. Obtain Erosion Control Permit and other applicable permits prior to the start of grading.
2. Install rain gauge in an accessible area. Dedicate a log book to record rain events and weekly '.rlspections.
3. Maintain the temporary gravel construction entrance from phase I.
4. Stake area around remaining wetland for perimeter protection fence.
3. Manually install a perimeter protection fence around the delineated wetland. No equipment is; allowed
within the wetland boundary that is not to be disturbed.
4. Install silt fence at all locations shown on plan sheet. Silt fence shall be manually installed alu.'ag the
outside of the 10 foot wetland buffer.
5. Layout the areas for the construction of the temporary skimmer basins.
6. Construct the temporary skimmer basins to the appropriate dimensions. Construct the baffles i_'i the
temporary skimmer basins.
7. Establish temporary cover according to stabilization table schedule and the seeding schedule oln ECP 2.
8. Seed, fertilize and mulch all exposed areas using the seeding schedule included on ECP2, adju:�ting to the
schedule for the season. All disturbed areas should be treated with ground cover within 7 to 1-'- calendar
days of completion of grading activities according to the stabilization table on ECP 2,
9. Once grading is complete, install temporary silt fence around permanent drainage easement.
10. Construct storm water basins and outlet structures.
11. Seed and fertilize areas.
12. Once vegetation has been established, remove all temporary erosion control devices.
.............. . ............
..,..._..._�..,_,
I,
. 2
CURB CUT DETAIL
Stabilization Reauirements:
Stabilization for this project shall comply with the time frame guidelines as specified by the NCG- 010000 general construction
permit effective August 3, 2011 issued by the North Carolina Department of Environment and Natural Resources Division of Water
Quality. Temporary or permanent ground cover stabilization shall occur within 7 calendar days from the last land- disturbing
activity, with the following exceptions in which temporary or permanent ground cover shall be provided in 14 calendar days from
the last land- disturbing activity:
• Slopes between 2:1 and 3:1, with a slope length of 10 ft. or less
• Slopes 3:1 or flatter, with a slope of length of 50 ft. or less
• Slopes 4:1 or flatter
SEEDING AND MULCHING:
The kinds of seed and fertilizer. and the rates of application of seed, fertilizer, and limestone, shall be as stated below. During
periods of overlapping dates, the kind of seed to be used shall be determined. All rates are in pounds per acre.
August I - June I May I - September 1
100# Tall Fescue 100# Tall Fescue
15# Kentucky Bluegrass 15# Kentucky Bluegrass
30# Hard Fescue 30# Hard Fescue
25# Rye Grain 10# German or Browntop Millet
500# Fertilizer 500# Fertilizer
4000# Limestone 4000# Limestone
Approved Tall Fescue Cultivars
2nd Millennium; Duster; Magellan; Rendition; Avenger; Endeavor; Masterpiece; Scorpion; Barlexas; Escalade; Matador; Shelby;
Barlexas II; Falcon I1, III, IV & V; Matador GT; Signia Barrera; Fidelity; Millennium; Silverstar; Barrington; Finesse II; Montauk;
Southern Choice II; Biltmore; Firebird; Mustang 3; Stetson; Bingo; Focus; Olympic Gold; Tarheel; Bravo; Grande II; Padre; Titan
Ltd; Cayenne; Greenkeeper; Paraiso; Titanium; Chapel Hill; Greystone; Picasso; Tomahawk; Chesapeake; Inferno; Piedmont; Tacer;
Constitution; Justice; Pure Gold; Trooper; Chipper; Jaguar 3; Prospect; Turbo Coronado; Kalahari; Quest; Ultimate; Coyote;
Kentucky 31; Rebel Exeda; Watchdog; Davinci; Kitty Hawk; Rebel Sentry; Wolfpack; Dynasty; Kitty Hawk 2000; Regiment II;
Dominion; Lexington; Rembrandt
Approved Kentucky Bluegrass Cultivars:
Alpine; Bariris; Envicta; Rugby; Apollo; Bedazzled; Impact; Rugby II; Arcadia; Bordeaux; Kenblue; Showcase; Arrow;
Champagne; Midnight; Sonoma; Award; Chicago II; Midnight II
Approved Hard Fescue Cultivars:
Chariot; Nordic; Rhino; Warwick; Firefly; Oxford; Scaldis II; Heron; Reliant II; Spartan II; Minotaur; Reliant IV; Stonehenge
Fertilizer shall be 10 -20 -20 analysis. A different analysis of fertilizer may be used provided the 1 -2 -2 ratio is maintained and the
rate of application adjusted to provide the same amount of plant food as a 10 -20 -20 analysis and as directed.
TEMPORARY SEEDING:
Fertilizer shall be the same analysis as specified for Seeding and Mulching and applied at the rate of 400 pounds and seeded at the
rate of 50 pounds per acre. German Millet, or Browntop Millet shall be used in summer months and rye grain during the remainder
of the year. The Engineer will determine the exact dates for using each kind of seed.
FERTILIZER TOPDRESSING:
Fertilizer used for topdressing shall be 16 -8 -8 grade and shall be applied at the rate of 500 pounds per acre. A different analysis of
fertilizer may be used provided the 2 -1 -1 ratio is maintained and the rate of application adjusted to provide the same amount of plant
food as 16 -8 -8 analysis and as directed.
SUPPLEMENTAL SEEDING:
The kinds of seed and proportions shall be the same as specified for Seeding and Mulching, and the rate of application may vary
from 25# to 75# per acre. The actual rate per acre will be determined prior to the time of topdressing and the Contractor will be
notified in writing of the rate per acre. total quantity needed, and areas on which to apply the supplemental seed. Minimum tillage
equipment, consisting of a sod seeder shall be used for incorporating seed into the soil as to prevent disturbance of existing
vegetation. A clodbuster (ball and chain) may be used where degree of slope prevents the use of a sod seeder.
MOWING:
The minimum mowing height on this project shall be six inches.
I.DJ6 MII
NOT LESS THAN 6'
I.D. /6 MIN,
NOT LESS THAN 6'
I' PER F ❑❑T �.
BUT NOT LESS THAN 12'
NOR MORE THAN 24'
UNSUITABLE MATERIAL FOUNDATION
NORMAL EARTH FOUNDATI ❑N
r r ILL
GROUND LINE
IPACT AFTER
'E IS PLACED
'RI ❑R TO
NCEMENT OF FILL
I VILL
GROUND LINE
1PACT AFTER
'E IS PLACED
'RI ❑R TO
aCEMENT OF FILL
.,– ENGINEERING FABRIC
GENERAL NOTES;
I.D, = THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSI ❑N
O,D, = THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSI ❑N
H = THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP
OF THE EMBANKMENT AT THAT POINT,
D❑ NOT OPERATE HEAVY EQUIPMENT OVER ANY P--,'.?E CULVERT
UNTIL THE PIPE CULVERT HAS BEEN PROPERLY B!ACKFILLED AND
COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL,
LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II, TYPE 1
FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE
UNCOMPACTED AS PIPE SEATING AND BCACKFILL WILL ACCOMPLISH
COMPACTION,
-- - - - - -- SPRINGLINE OF PIPE
SELECT BACKFILL MATERIAL CLASS III OR CLASS II, BELOW.
SPRINGLINE
® APPROVED SUITABLE LOCAL MATERIAL ABOVE SPRINGLINE
O UNDISTURBED EARTH MATERIAL
?SiQ SELECT MATERIAL CLASS V OR VI FOP FOUNDATION CONDITIONING,
ENCAPSULATE WITH ENGINEERING FABRIC
BASIN CROSS SECTI ❑N DETAIL
SW 2
12 -1 -14 Revise
storm water
°800111 / /1 /1 /p > ®®
e
?:
SEAL
DojPsis-1 255 3a
®°
12/ff�19`111P��
W
c°�
M
1D
(.
I
OD
I---I LJ Q tt)
f--- '— <
10�Do
ry ly 00 W
A�biZCU 00
� Q 0n-z�
Z 0
o_ H UJ
- 0�XQQN
o_= WD>o
Z L0
H In I
Q Z11-
�W
Q 00
W
f --
Q
3Q
F-1
U
<:
Z RJQr
g Z
a �-
�- l H I Z
`O Q W
w �JJ
C3 � ,D Q H
ir C0 >
�EDIII
>
��_
CU Li
z
H
LI� n
COUNTY; HAYWOOD
❑WNSHIP:
AYNESVILLE
WATERSHED;
FRENCH BROAD
SCALE;
INSERTS; 1" =30'

DocuSign Envelope ID: 0673C94A-D7E7-4COC-BD54-1080367F7017
N❑TESi
1, ALUMINUM PURE ARCH 22'X5'11' 175 THICK, TYPE 4
RIBS 12 27'
2, MINIMUM COVER = 3'j MAXIMUM COVER = 16'
3. ASSUME LIVE LOAD = HL —93
N I
P1 --- H I ""ml V1 E
R❑POSED GROUND ELEVATION
0 /
. X 5'11" STRUCTURAL
PLATE ARCH CULVERT
2570 TOP OF FOOTING
ELI 256.5------------
2565
XISTING GROUND ELEVATION
2560
I22.G -__ — --- -- - - — -- - ------------------
CROSS SECTION
/--TOP OF FOOTING
EL 2565
#4B4
#4B2 #4B-2
#4B3 8j'
t4B1
*4B4 @ 12' MAX
�D
EACH FACE
in
4j'
#4B3 - _iq'_s-*4 4@6' AX —#4B1
_ 2/8o
DETAIL OF CONCRETE FOOTING
(- TP-rThff- r-MrIf MITI
61 MIN FOR CRYSTALLINE ROCK OR
12' MIN FOR WEATHERED ROCK
DETAIL OF CONCRETE BACKFILL
SHEET 1
BILL OF REINFORCING
BAR TYPES
BAR
NO.
SIZE
TYPE
WEIGHT
T
(D
ALL BAR DIMENSIONS ARE
OUT TO OUT,
B1
432
4
1
411-10,
1395
B2
432
4
2
3" -4 1/4'
968
)KB3
432
4
STIR
L0I-01
2886
B4
40
4
STR
53'-4'
1426
TOTAL REINFORCING
STEEL 6,675 LBS.
CLASS AA CONCRE I E - 4,000 PSI
FOOTINGS CU YDS. 57.8
TOTAL CU YDS. 573
wBARS TO BE FIELD CUT TO MEET ADEQUATE CLEARANCE
N❑TESt
1. CONCRETE QUANTITY IS CALCULATED USING THE MINIMUM DEPTH SHOWN,
ACTUAL DEPTH MAY VARY TO ACHIEVE THE REQUIRED MIKIMUM EMBEDMENT
INTO ROCK AS SHOWN,,
2. ADDITIONAL #4B4 BARS MAY BE REQUIRED WHERE FOOTIN-5 DEPTH INCREASES
MAXIMUM SPACING BETWEEN BARS ON EACH FACE SHALL IE AS SHOWN IN THE
FOOTING SECTION.
/--TOP OF FOOTING
EL 2565
#4B4
#4B2 #4B-2
#4B3 8j'
t4B1
*4B4 @ 12' MAX
�D
EACH FACE
in
4j'
#4B3 - _iq'_s-*4 4@6' AX —#4B1
_ 2/8o
DETAIL OF CONCRETE FOOTING
(- TP-rThff- r-MrIf MITI
61 MIN FOR CRYSTALLINE ROCK OR
12' MIN FOR WEATHERED ROCK
DETAIL OF CONCRETE BACKFILL
SHEET 1
SEAL
--j)ocu!;ignec@25536
tD
ClJ
(4 00
CD
� Ld p LO
U M
H < r"
>
ry � 00 cd
Pq Ltj 00
0Z
u
<: u) () ry
17-1
< Z C/) 0
a_ H LLJ
<
cL Ld 0 > r C) -
LLJ =
Z LO
HLn I
0, cu
GC z 4-
cy)
z 00
cu
00
U
U
Q��U c)
()J
<E (y)
ON ry Z
0 W ";t Q �—
L�� I z
1,0 < w -i -i
L r)l �,D 2 �'
1 r
>
Cu Ld
C6
CL
COUNTY: HAYWOOD
TOWNSHIP;
WAYNESVILLE
WATERSHED,
FRENCH BROAD
SCALE:
NTS'