SW8961109_APPROVED PLANS_20071106

STORMWATER DIVISION CODING SHEET
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DOC TYPE
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APPROVED PLANS
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❑ COMPLIANCE EVALUATION INSPECTION
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STORMWATER, EROSION CONTROL,
WATER DISTRIBUTION AND
WASTEWATER COLLECTION PLAN
Section Q
NORTH CA. mt I A E
1,�.1..
All
oate'�ccf2�l
at Winding River Plantation
BR UNS WI CK COUNTY, NORTH CAR OLINA
�) ,CEIVED
FEB 13 2001
DWQ
pxoa# 3 691/ kM�
JA,MI VARY 2001
PLAN PREPARE[: BY:
HOUS`I'ON AND ASSOCIATES, P.A.
CONSULTING ENGINEERS
117 Pine Shot P.O. Box 627 Sh Iotte, NaM Ca Iino 26459 [phone]
CLEAR WATER PLACE
(EXISTING) _
COURT
'I
' I SECTIOIN Pi \
C�L�y
v ^
SEC-1 , Q
TOWKHOMES
18 UNIS
I%
VICINITY MAP
SCALE: 1" = 1 Mile
SCALE: 1'' = 100'
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CLEANOUTA •'\
`r 6" - SDR 35 PVC \` \_ R z' R7.76 �� GRAVITY SEWER
(SEE PROFILE) '\ nON OF WALK W \
\\\ORCF \��\ }22.34
.• � � *22.78
EXISTING 8" PRESSURE SEWERLINE�
x22.99 22.34
\ \ '23.01
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OPEN SPACE
SECTION P1
\ ` LOT 33
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LOT 34
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YARD IN 17-_"_--_-
fOP GRATE 15.5 _\\NG 12 /
INV. 13.5 - --.- \ £X15 /
I Il FT STATIONI
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0o N�b / cE 16 Se.os
Ory Q o Op j3� CLEANOUTF 17 8x°° 18' M ' / -�'7.90
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rd
�„j 1 1 ROTECTION 29
kf 7y is SORIS££P o02 /7 / /i / 1s.0z
L UT.0 1 1 I 1 1 7 00 4 / / / /2„ 4 ENDS i19.12
20 CL
1_. 1 20 21.3 21.6 21.3
9.65
° 21 22 zz. ° 204
214 O/-
a /
21 2 3xp0� / E5t2 ./--'2o.Io
O 2+00 2 - 2" 4 " BEND a / /' ���
�ON R£�/ / / ,/' / �� �20.46 �'
_ � !�
o / X - I 1
080
15" RCP YARD INLET
TOP GRATE 21.5 iM �/ / / /-' i� '21.13
INV. 17.0
2 24 w Y "_
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0 ? M 5 00 / / / -'N1 j ��// / O� LOT 32
22.o ti 22. _ �W Z,. ' �21'54 - LL /
-� WATERUNE 2t.a9 t /"� � h
_ EXISTING 12 1 /
_ ice// /
_ 121.82 SECTION C
1 - 2" 90° BEND 22.a _ - "_"�-_' '��ROPOYLP-f '�/ / /�- �!v /
TEMPORARY SEDIMENT TRAP TABLE
'22.161-- /-
1.9 Y22.37 /.-
-2" -SDR 21PVC '2237 /-
ff
FORCE MAIN
.
IN "22.65 - /
(SEE PROFILE) ---
- / 1 I 111 LIY 11NANI L IJ NU 11 U C1L U I ILILtU
/ FOR CONSTRUCTION ENTRANCE.
NOTE:
WATERLINE CONSTRUCTION CONSISTS
OF SERVICE CONNECTIONS ONLY.
SECTION F
---- I\ LOT 45
/
LOT 46
a
SCALE:
0.509, : 2.uq,... HORIZONTAL 1 "=40'
VERTICAL 1 "=4' '
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LOT 27
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ROAD CPROPO
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BASIN
-2-56%
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PVI STA:-1+80.00
PVI STA: 2+70.00
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PVI ELEV: 21.60
PVIELEV: 23.60L: 100.0000
o
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L: 80.0000
K: 29.387755
K: 20.9302
S
+
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0.272222
SAG: 1+54.69, 21.76
:0.597222
CREST: 2+66.51, 23.01
mE:
PVI STA: 5+40.00
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PVI ELEV: 16.70
F
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L: 100.0000
Ln
K: 89.106465
E: 0.140282
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SWALE
I.D.
SURFACE SEA
S.F.
REQUIRED
VOLUME (C.F.)
TRAP
LENGTH (FT.)
EMBANKMENT
WIDTH (FT.)
��DEPTHT
SW1
550
630
11
50
3
SW2
400
360
10
40
3
SW3
600
576
12
50
3
SW5
400
486
10
40
3
SW6
300
360
10
30
3
SW8
450
432
18
25
3
SCALE: 1 "=40'
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TOP OF STORMWATER
URRATWE
#5 WASHED
RTONIF
�. 1' • 1 r•��j� '
subject%I RIP -RAP The
project is part of on going development
+ Winding River Plantation and is developed by C.L. Smith Construction. Previous erosion
..
control permits have been obtained through I 1 Quality. Approvalof plans
+,+++�+,+.+++K+W� were granted by the State under Project Numbers 960909BR, Overall Golf Course,
j,1•�o970313BR,1:1.. : IB, and 971006BR,
SECTION VIEW
++X�*uv, project is the final portion of Phase 1, development including the residential roadway,
EXISTING
r . SLOPES
drainage system, buildings • parking
r
Plantation+ The Winding River
••
1 BY
approximately 3 miles southeastof •1ly. The tract is composed of 1• • 1.
EXISTING TOPOGRAPHY r
. acres, to the western property boundary is Sandy Branch, the eastern and southern
N- 1' SEDIMENT STORAGE REQUIRED
property
1 the northernproperty boundary •
P1 of 1
u WASHED
STONE
The project drains to Sandy Branch,. to the Lockwood Folly River.
Current land use of the project area and surrounding propertiesprimarily woodlands.
FRONT
' •B. SOILS
rThe project area to 1. disturbed is slightly sloped..approximately 12'
TYPICAL-CHECK-D-AM DETAIL MSL to approximately 25'MSL. The Soil-Sturve�132wick-County indicates that the
NTS
four mostprominent soilsproject boundaries Baymead,Kureb,
1 Bragg. The Baymead, Kureb, and Blanton soilsfrom moderately
excessively drained soils on the uplands. The texture of these three soils ranges from fine
INSTALL��JLTF,THATCHDLGJN-SWALES S (SEENOTEIC) STEEL OR WOOD POST sand to fine sandy loam. Bragg soils are typically well drained and are composed of
12' STAY
SPACING WOVEN WIRE FENCING AS REaRD. modified soil material.
WHERE APPLICABLEn '
I --------SILT FENCE FABRIC nv nvEXTRA STRENGTH (50 #11 POROUS
. • CONTROL MEASURES
,Jute thatching shall III: ;'!���_ IIII► .-
The primary land disturbing activities project are related to the residential road
------------
SPECIFICATION GUIDE,..,.,,
III:: :::���!"' ::ill _construction and drainage system site grading, building pad and parking area
r to confine low flows LatheA. Preparing a channel and Seeding:
III::"'' III I: ��construction, and utility construction. Vegetated swales, temporary sediment traps, silt
channel where.
will be. laidS?b • • • rip -rap, • dams 11 1 • • 1
thatchingGRADE
4
L. Fertilization -Lime and fertilize as specified in "Seeding Schedule". Disk as needed but do not culttnxek.
°o WIRE OR SPAR TH MIN 4' LONG
9
A
j O0�00000 j
I j
A
"`•, , .
__
<,,.,,,,,,,
.,
Disposal of accumulated sediment will be incorporated into the final grading and
landscaping operations
2. Vegetative Sprigging - Plant grass sprigs or similar material before the thatching is put down. Spacings for
FOR REPAIR OF SILT FENCE FAILURES,
�- �� "�_ USE #57 WASHED STONE IN LIEU OF
I MMMMM=M I10
OOOOOOOf�
I I
Z
planting may vary. Suggested maximum is 10 x 20 inches.
COMPACTED FILL.
OOOOOC�OO I
i o
fz
0
g P g g' g
3. Seedin s - Split the aonli�,ion. Sow half the seed before placing the thatching. Plant the remaining half after theFRONT-VIEW
FRONT VFW SI_ D V �Y
I I MCI
thatching is laid.
I I a
oO
EROSION_CON-TRO�GENERAL--NOTES
B. Laying the Thatching: The thatching shall be laid on loose soil after all rocks, clods and sticks have been picked up
1. Install sit fences as shown on drawing and at locations necessary to control siitation of adjacent areas.
2. Where wood posts are used they shall be a minimum of 3" in diameter and 6'in length. Posts shall be creosote or
L______________J
Z _ O
X O
that would prevent contact with the soil surface.
P
penlachloropenol treated southern pine.
4 TREATED X POST &FRAME W
3. Where steel posts are used, they shall be 5' to length and be the sea fastener angle type.
2 4
�
EAR construction activities shall be performed in compliance with the Sedimentation
P A
4. Woven wire fencing, where required (see Noted 8), shall conform to ASTM A116 for class 3 galvanizing. Fabric shall
fo
1. Start laying the thatching from the top of the channel and unroll down grade so that one edge of the strip coincides
be a minimum Of 32" wide and have a minimum of 6 line wires With 12" stay spacing. The top and bottom wires shall
1
Pollution Control Act of 1973.
with the channel center. Lay a second strip parallel to the, first on the other side of the channel and allow a 2 inch
be 10 gauge, and intermediate wires shall be 12-1/2 gauge. Wire fabric shall be fastened to wood posts with not less
than #9 staples 1 12" long.
2.All land disturbing activity is to be planned and conducted to limit exposure to the
overlap. if one roll of thatching does not extend the length of the channel, continue downhill with additional rolls.
5. Filter fabric shall be of nylon, polyester, propylene or atlh�ylene yam with minimum strength of 30 Ib.4in. in., and a
ize
6. it filter m 85 h Offering
does not exceed 6', woven
mfiltmumrcI% usedWettk:leren Fabric shahcontainureavbian theprsanpacing(3)d
used with i strength of 50 Ihall C in. in greater, and the post spacing
PLAN VIEW SECTION A -A
Shortest feasible time.
Securing the Thatching - Bury the top end of the jute strip in a trench 4 inches or more deep. 'tamp the trench full
wire fencing is not required. Otherwise, woven wire fencing is required, and post spacing shall not exceed IT.
3.All construction sites and severely eroded areas shall be stabilized by the establishment
2. of sail. Reinforce with a row Of staples driven through the jute about to inches apart. Then staple the Overlap in
of a permanent ground cover.
the channel center. These staples should be 3 to 4 feet apart. The outside edges may be stapled similarly at any
time after the center has been stapled. closer stapling along the sides is required where concentrated water may
TYPILAAi. _CATS I�ROTEXTIO-N
4.As soon as all areas are permanently stabilized, all permanent measures have been
flow into the channel.
NTS
installed and final approval is received by the Erosion Control Engineer, the temporary
STAND�S,D TEMPORARY_ SILT_EENCE
t
NAliere one roll of thatching ends and another roll begins, the end of the top strip overlaps the trench where the
NTS.
measures ::flay be removed.
upper end of the lower strip is buried. Make the overlap at least 4 inches and staple securely.
5.Over the life of the project, the Owner shall make periodic inspections to evaluate the
success in controlling erosion of soils to off -site areas. If areas are found where erosion is
• -_
Erosion Stops - At any point the thatching may be. folded for burying in slittrenches and secured as were the upper
taking pl:'�e, the Owner shall take necessary measures to remedy the situation.
3. ends. This checks water flow and erosion that may begin under the matting. It also gives improved tie -down. The
procedure is recommended on steeper slopes and canter slopes of sand soil or areas subject to seepage, e. Spacings
p p, p g p }' J- I gNOTE:
BY 51
TOPOGRAPHY
12'
of stops vary from 25 to 100 feet.
EXISTING AND �. _I
SEDIMENT STORAGE REQUIRED I
Diversions - Where diversion terraces outlet into the waterway, the outlet should be protected with thatching used
u?
4. in the same manner as in the main channel. The thatching for the outlet is laid first so that thatching in the main
x
CONSTRUCTLOH SEQUENCE
channel will overlapthe outlet strip.
P
18X) CU FT/ACRE ¢
2"::i:'1ST-
n
1. Obtain approval of Erosion Control tan from NCDp1IN - Land Quali1, Section.
Thatching- Soil Contact - `et contact between thatching and soft bv Telling at right angle after laying, stafing
.
r k r flow Duet• the thatchin . to PP Wate t under
tact 1S Vlt _Il4 is complete. aL g o. and seedin Perfec4_cv
g P F�
'
•SECTION'.•
`l. install siltfencing and construction entrances as shown on the Plans.
Staples - Hairpin -shaped wire staples, number 8 gauge; 8 and 10 inches long have been used. The longer staples
FILTER FABRIC
as S RIP -RAP DISSIPATION PAD in
m
6. are used in loose or wet soil. Wire staples are better than wooden pegs because the staples can be driven flush
CROSS
3. Clear and grub site area.
with the matting. Wooden pegs extend above the thatching and may catch trash that diverts water flow out of the
FLAM
PROPDSECTION
ENo senoN
thatch protected channel. Wooden pegs may also Set up a damaging turbulence.
EMERGENCY BY-PASS 6"
4. Construct and install storm drainage system and vegetative sWales.
BELOW SETTLED TOP OF DA
Inspection: After job completion, make sure the thatching is in contact with the soil at all places and the critical
\��
� \\
b. Install sediment traps, check dams and rip -rap.
C. areas are securely stapled down.
-' I' 1
G. install utilities and construct roadways.
%, „%•
LL:.go,.•
PLAN VIEW
x 2.1 SIDE SLOPE MAX
n front him sediment traps silt fencing periodically.
7. Remove sediment ro behind se 1 p g
�FF.DTNCu�SHE_D__ULE
¢
MEDIUM STONE DIA.=5"
NFILTER FABRI ` ::......... .. .. . :....::: `�?",,' 1:1 SIDE SLOPE MAX
%;%
MAX STONE OIA.=9"
8. Within thirty days following final grading activities, seed and mulch disturbed areas which will not be
1. All disturbed areas due to construction and any severely eroded areas shall be
- - • - • - - "'
SLOPED. sib
built Upon.
.0 o
stabilized b the establishment of a permanent grass cover. The seeds species shall be
YP g P
3' MIN. NATURAL GROUN
'..,..� .. . . . . . . . . . . .. . .
selected based on the type soil present, seasonal conditions and other considerations. As
�
UNDERLAY STONE APRON THICKNESSI
9. Maintain Iemporary erosion control measures until permanent. ground cover is established.
an alternative, the contractor may use the methods and schedules shown below; however,
STONE SECTION
WITH FILTER CLOTH
SECTION VIEW
it is recommended that a specialist be consulted with attention given to site specific
10. Obtain certificate of compliance through and on -site inspection by NCDEIINR Erosion Control Engineer.
Contactpersonis Mr. Dan Sams, 910-395-3900.
conditions.
TYPICAL TEMPORARYiSEDIMENT_TRAP
NTS
OUTLET -PROTECTION DETAIL
11. Remove Temporary erosion control measures and stabilize these areas immediately. Permanent erosion
a. Cultivate area to a depth of 5 inches
TRAP NOTES:
NTS
control measures shall remain.
b. Apply agricultural lime at the rate of 4000 lbs. per acre
SEDIMENT CONSTRUCTION
c. Apply 10-20-20 commercial fertilizer at the rate of 5001bs. per acre
1 CLEAR. GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT REMOVE ALL SURFACE SOIL CONTAINING
HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED
DISPOSAL AREA.
R
d. Sow grass seeds at the following rates:
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE
MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 91NCHES AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 61NCHES TO ALLOW FOR
SEAL WATER -TIGHT BETWEEN
SETTLEMENT.
PIPE AND CATCH BASIN
Tr��,� T�,,�_ 7��'
Kind Ln atR_ 1-_ri_Acre
3. CONSTRUCT THE OUTLET SECTION IN THE EMBANKMENT. PROTECT THE CONNECTION BETWEEN THE RIP RAP AND THE SOIL FROM PIPING BY
Common Bermuda Grass unhulled 25 lbs.
USING FILTER FABRIC OR A KEYWAY CUT OFF TRENCH BETWEEN THE RIP RAP STRUCTURE AND THE SOIL.
MIN. PERIMETER =60' -------------
MIN AREAOPEN=30'
- PLACE THE FILTER FABRIC BETWEEN THE RIP RAP AND SOIL. EXTEND THE FABRIC ACROSS THE SPILLWAY FOUNDATION AND SIDES TO THE TOP
1
NOTES:
hulled 12 lbs.
OF THE DAM; OR
A A
1. Vigorous stand of permanent grass cover shall be established as soon as possible along the center line and
Pensacola Bahia ass 50 lbs.
- EXCAVATE A KEYWAY TRENCH ALONG THE CENTERLINE OF THE SPILLWAY FOUNDATION EXTENDING UP THE SIDES TO THE HEIGHT OF THE DAM
A..",
banks of channel. Where banks cannot be adequately stabilized With vegetation, an artificial liner such as
THE TRENCH SHOULD BE T LEAST 2 FT DEEP AND 2 FT WIDE WITH 1:1 SIDE SLOPES.
1
rip -rap shall be used l0 protect the banks.
Korean Lespedeza 25 lbs.
4 CLEAR THE POND AREA BELOW THE ELEVATION OF THE CREST OF THE SPILLWAY TO FACILITATE SEDIMEN CLEANOUT
2. Where slope of channel bottom exceeds 1.5%, jute thatching, or other effective channel lining material, as well
as bermudagrass sod shall be used to protect channel center line to a pointV on each side of center.
Tall Fescue 30 lbs.
5 ALL CUT AND FILL SLOPES SHOULD BE 2 1 OR FLATTER
PRECAST CONCRETE SUITABLE I
(See "Installation of Jute Thatching in swales")
6. ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM BOTTOM WIDTH OF 3 FT AND MAXIMUM SIDE SLOPES OF
FOR H-20 TRAFFIC LOADING -------------
e. Mulch with straw at the rate of 3250 to 4350 lbs. per acre.
1:1 THAT EXTEND TO THE BOTTOM OF THE SPILLWAY SECTION.
li
7 CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON PLANS, WITH 2'1 SIDE SLOPES EXTENDING TO THE TOP OF
1 ,+,.•
"`c,,
f. Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per
THE OVER FILLED EMBANKMENT KEEP THE THICKNESS OF THE SIDES OF THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM OF 21 INCHES THE
pi.AN VIEW
acre.
WEIR MUST BE LEN ELANQ
6 MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL -GRADED MIXTURE OF STONE A d50 SIZE OF 9 INCHES (CLASS B EROSION
CAST TRON FRAME a GRATE SUITABLE
FOR H2O TRAFFIC LOADING
1 MAX �`'� :;%`�
MAYMACHINE PLACED AND THE SMALLER STONES
CONTROL STONE IS RECOMMENDED) AND A MAXIMUM STONE SIZE OF THE STONE MAY
may,'."•
HI
WORKED INTO THE VOIDS OF THE LARGER STONES. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER -RESISTANT.
SHOULD BEH AR
„a .va, a,a van.•
3
2. Where it is not possible to establish a permanent grass cover in a reasonably short
g ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THE TOE OF THE EMBANKMENT UNTIL STABLE
•`eY„a, 'a% %"
period of time due to seasonal considerations, a temporary grass cover shall be
CONDITIONS ARE REACHED AND OUTLET VELOCITY IS ACCEPTABLE FOR THE RECEIVING STREAM KEEP THE EDGES OF THE THE STONE OUTLET
SECTION FLUSH WITH THE SURROUNDING GROUND AND SHAPE THE CENTER TOCCNFINE THE OUTFLOW STREAM
established. The temporary cover shall include the planting of annual grasses or small
10 DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS SO THAT FLOW WILL NOT DAMAGE THE EMBANKMENT
AS REO'D RCP UNDER ROADWAY AS REO'D
AND HDPE FOR
sins such as rye ass. Temporary covers shall not eliminate the requirement for
grains Y IJ rY (1
11 STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY
AFTER CONSTRUCTION.
NON TRAFFIC LOAD
AREAS
`7�
T�\TAT, S-WALE
CAT,
VEGETATIVE
LO
permanent grass cover. Where the season or other conditions are not suitable for
12 SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL (ONE-HALF THE DESIGN DEPTH) ON THE PLANS
.
NTS
growing a temporary erosion resistant cover, mulch may be applied; however, In
AND MARK R IN THE FIELD
SEE DATA TABLE
W.
used alone shall be for the shortest time practical. A temporary or permanent vegetative
MAINTENANCE
FOR PIPE INVERT
ELEVATIONS
0
,T_
cover shall be established as soon as conditions are favorable.
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL. REMOVE SEDIMENT AND RESTORE THE TRAP TO ITS
ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE -HAIL THE DESIGN DEPTH OF THE TRAP PLACE THE SEDIMENT THAT IS''.TLr
_
:. :.
j{.?`
li: is ':•'.I 1>}:'. '
REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
":. •:. CRUSHED STONE
f....:I I •{:: (. 9.::..1
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM
L"�'•i------------- '-'1 I'"•"
COMPACTED SUBGRADE
3. Topsoil shall be used over unfavorable soil conditions for successful establishment of
OF 1 5 FT BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN
GRADE. ANY RIP RAP DISPLACED FROM SPILLWAY MUST BE REPLACED IMMEDIATELY
SECTION B-B SECTION AA
[ � © [P ��
o
vegetative cover.
AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.
��77n7 7� (`� D c
Tl-PICALYAIIDJNLET-CATCH BASIN
This drawing Is the property of HOUSTON and ASSOCIATES, P.A.and
NOT RELEASED FOR CONSTRUCTION is not be reproduced in whole or in part Without written permission from
NTS
HOUSTON and ASSOCIATES, P.A. QC COPPyr.gIft 2001
:%�
4. Irrigate as necessary to optimize plant growth.
ALL RIGHTS RESERVED

LEGEND
6
EXISTING GRADE
PROPOSED GRADE
®so
PROPOSED TOP OF
PAVEMENT ELEVATION
,- -
WETLANDS
SILT FENCE
w
WATERLINE
—PS—
PRESSURE SEWERLINE
I
` . 1
1
1
If
1 '
1 /
� 1
I /
1 /
1 /
1 ,
1 /
/
HIGH WA7CR
LL I
-------/
\
1
1
/
/
/
I I
�I
1
1 ,I
II
' LOT 18M j LOT 17M
LOT 19M
' I
I j 1I
I _ '
TAP EXISTING 8" PLUG 2", —
MAKE CONNECTION & 1
BEGIN CONSTRUCTION
\ �I _ _ _ _ _ _EXISTING
FIRE HYDRANT I
o /e
c3 oFe
J I AO 1 1 I / 7.5
{ I /
GRAVEL
PARKING N
SPOIL PILE TO BE ENCLOSED WITH SILT 7.0 -•
FENCE. UPON DEWATERING. SPOIL PILE ' 7
/ ! SHALL BE TRANSPORTED TO GOLF COURSE 7•9
FOR BERM CONSTRUCTION.
7.4 PS
2 CURB & GUTTER
EXI� 8�' WATERLINE
RI VERH0 U:;E D
PS EXIX_NG 3' PRESSURE SEWERLINE_
BOAT BASIN , .' \ PS
(SEE CAMA CONSTRUCTION SEQUENCE r `t .. 4 --BPS �
/ - FOR BOAT BASIN EXCAVATION) - - - - -- - - --
REMOVE EXISTING END -LINE - -
I PROPOSED GRADES ARE TO ^ ` CLEANOUT, INSTALL 3' z 1.5"—
/ h p • x • o a • RIP -RAP ® TOP OF PROPOSED PAVEMENT �' `, REDUCER, MAKE CONNECTION &
Sp4'1R/�jHG' oa+� ' .\BEGIN CONSTRUCTION.
.o
5.0
\
Any 4 5
5-�� » a BLOM�-11"t « aR-,, I:e
7.0j
.;: OU�k S. �.. ..-ts7�'r.Eii;Y+ .� k� a riA+�-.� v,•t -;- '� r c�G Q `\ \
GRAVEL
6.4 \
• _ 5, "�`.�� S ".tom,.,, ~�,n� �>�rz-�k',� ��...,�-r ,e�.. rta �t T�'�.�st = CVR9 d. PARKING
6.0 , \\
". /� -•' �' -i "�` . i"k'�'^��'n';s� r � � t 't- Isr ,� �� � �• �u'2-dap ,.. \ g / // i / _ _
��.t1x�.�+ „=�y..
T a-....t'r a r x,a- { ' RIP -RAP
�WOOD , ��''131 r>�.x';: �'' x J•p �r 4f �' ,.. � oor /
RIVER 5
I/ o HOUSE m •; ..- ",�... .. .,t..' • �. ' •`
O SILT FENCE ! \ /. // \•
mot_.- -----_ � 3 �� � � %, /' `•\
GRINDER. UNIT I. �`
a
•\ LOT 5L
Wyk `. - •\
I
I
yam\ LOT6L \ j DECEIVE
9\ \ n`
MAR 2 2 2000 UI
TOTAL TRACT AREA: 2,576 Acres PROJ
IMPERVIOUS SURFACES \\ y
Asphalt Curb & Gutter: 0,434 Acres \ ✓� `
Gravel Larking: 0.208 Acres
Walks: 0.057 Acres
Riverhouse: 0.035 Acres 1152S sf
TOTAL IMPERVIOUS: 0.734 Acres / APPROVE
i
9e IMPERVIOUS: 28.494% NORMANAGp01 I^I� c _ r,t
1 DIVIG2:1 Gr t
Date 14AP2 Z(Xx7 _4-rEt_
�u89�1It�1
Stormwater Permit No.
SCALE: 1 "=30'
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HOWARD LEE GARDNER
-50' BUFFER
DOROTHY MAE GARDNER
LMRY JorFmc _ �-- _
LARRY JOYNER
PMCLLA LANE
MCOOLL
SCALE: 1''=400'
STORKWATER DETENTION POND ACCESS NOTE
Each slormeater detention pond and forebay shall be made accessible by a Permanent Drainage/Pond
Access Easement on Recorded Plata. Master Declarations shall contain language addressing the
existence, location and use of said easements.
DEVELOPMENT DATA TABLE FOR SINGLE-FAMILY AREAS
Total ract Number BUA er Total ra t
Tract I.D. Area ac. Of Lots Lot sf BUA ac.
A
6.37
22
5000
2.53
B
26.38
52
8000
9.55
C
21.17
56
5000
6.43
D
19.57
39
8000
7.16
E
18.70
35
8000
6.43
F
24.97
61
5000
7.00
G
6.93
14
5000
1.61
1
6.83
13
6500
1.94
J
13.39
29
8000
5.33
K
&32
23
5000
2.64
L
10.20
18
8000
3.31
M
5.31
19
5000
2.18
N
13.01
25
6500
3.73
0
5.22
11
5000
1.26
P1
22.36
64
5000
7.35
P2
6.12
15
5000
1.72
P3
63.87
126
6500
18.80
P4
15.31
37
6500
5.52
P5
4.03
9
6500
1.34
P6
10.67
46
5000
5.28
S1
19.26
38
8000
6.98
S2
15.18
45
6500
6.71
T1
24.14
53
8000
9.73
T2
28.66
56
8000
10.28
T3
13.17
21
8000
3.86
U 1
22.79
63
5000
7.23
U2
10.51
31
5000
3.56
V
4.47
9
6500
1.34
TOTAL:
150.80
DEVELOPMENT DATA TABLE
FOR MULTI -FAMILY AREAS
Total tact Total Tract
Tract I.D. Area ac. BUA oc.
Q (Sand( Creek 4.55 1.22
Village)
R (Clear Water 8.91 5.10
Place)
TOTAL: 6.32
DEVELOPMENT DATA TABLE FOR
COMMERCIAL AREAS & ROADWAYS
Total tact
Total ra t
Tract I.D.
Area ac.
BUA Lac.)__
H
3.01
1.48
Clubhouse
7.77
2.66
Amenity Area
5.49
3.5
River Amenity
2.58
0.73
Maintenance
4.35
1.05
WWTP/Utility
6.21
1.8
Roadways
47.7
Cart Walk Paths
12.07
& Rest Station
TOTAL:
70.99
TOTAL PROJECT BUA SUMMARY
Single Family Residential BUA .......
150.80
Multi -Family Residential BUA ........
6.32
Commercial Areas & Roadways BUA ...
70.99
Total Project BUA, (TPB) ..........
228.11
Total Project Area, (TPA) ..........
1000.57
% TPB to TPA .................
22.8
M ASTER P. At"
o q�t
fermi, N+s. �llJa'��fllU`j N�
RECEIVED
4-
SEP 10 2001 0
DW T-
PROJ # � W � Co ��o `? MUa�
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\ 1 1
\ 1 \
\ I \
LOT 17M
\ '
BOAT BASIN \
I y
j
/ 1 I
� I
1
'GRAVEL 1
GURg >k G PARKING / I
kk
RIVER
F HOUSE
:�.
-
/ \ LOT 5L
1
/ I
I
DECEIVE r,
LOT 6L \. JAN 212000
PROJR �U.S CJ lVq
i Lo
SCALE: 1 "=30'
120 41
I N
M

19492111111,i
s
EXISTING GRADE
PROPOSED
GRADE
®sD
PROPOSED
TOP OF
PAVEMENT
ELEVATION
WETLANDS
----- — *
SILT FENCE
w
WATERLINE
—PS—
PRESSURE
SEWERLINE
FOR BERM CONSTRUCTION. jT r
Y
6.0 PS
ERHD US_ -E' ROAD
\\\-PS EXI�TING�,� p. NESSURE
BOAT BASIN \ - -� "BPS
-�-_
(SEE LAMA CONSTRUCTION SEQUENCE \ 4 - - _ _ - _ _ - - -- _ .��pS
FOR BOAT BASIN EXCAVATION) y 5.5 \ -
--
/ / / CLEANOUT,I STALL 3 xI15" - -
s 3NE
REMOVE EXISTING END
s.a 7.p PROPOSED GRADES ARE TO ---
1 ` REDUCER, MAKE CONNECTION &
1 y o a6o Rip RAP - TOP OF PROPOSED PAVEMENT , � � `� BEGIN CONSTRUCTION.
k
\
`
�
t
7.0/
NO
6:4-
GRAVEL
PARKING
\lil
1\1
i
t
7
i
7
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,
RIP -RAP
1
RIVER
5..1
HOUSE
7
- -
FFE
-
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SFENCE
-
,
----
3
�,
_...
GRINDER
4 UNIT 1.
/
._
LOT 5L
(AI-
1
LOT 6L
\
I
TOTAL TRACT AREA:
2.576
Acres
IMPERVIOUS SURFACES
Asphalt, Curb & Gutter:
0.434
Acres
Gravel Parking:
0.208
Acres
Walks:
0.057
Acres
Riverhouse:
0.035
Acres
TOTAL IMPERVIOUS:
0.734
Acres
% IMPERVIOUS:
28.494%
SCALE: 111=30'
N
4-
O
N
120
U)
0
N
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TOPS STAMPED
GRINDER PUMP STATIONS FOR SINGLE FAMILY HOMES
"SEWER"
Grinder pump station systems shall include single-phase Myers WGL 20 series pump. Pump shall capacitor
re 208nt 60O 5" Impeller. Oil cooled induction rwith
3450 RPM, 60 Hz, type L NEMA design, B insulation, 1 114" NPT discharge resistant BOOV, 60° C, C3A/UL approved No
%^f-----
'� '
MIN. 12" DIA. CONC. OR CAST IRON
OX W/ TOP STAMPED "SEWER".
STORM CULVERT
with water
a er co
start motor, class power cord.
splices will be allowed in the power cord between the pump and control panel. Controls and appurtenances shall be Simplex single-phase, 20023OV, 6OHz control
1" TO 2" SLIP X MIPT SCH. 40 PVC ADAPTER
- panel in NEMA 4X weather -tight, noncorrosive fiberglass enclosure with HOA operation and alarm light and bell. The alarm shall be provided on a separate circuit from
AND THREADED PVC CAP (TYP.)
-"•
the pump. Panel shall be as manufactured by Myers or as specifically approved by the Engineer.
(TYP,)
NEW UTILITY LINE
El
1" TO 2" SLIP X MIPT SCH. 40 PVC ADAPTER
PEA GRAVEL ENCASEMENT UNLESS
MIN. 12" DIA. CONC. OR `??; �._ 2" BRONZE GATE VALVE WITH MIPT X
AND THREADED PVC CAP
CONCRETE SPECIFIED ON PLANS.
CAST IRON BOX (TYP.) SLIP SCH. 40 PVC ADAPTERS (TYP.)
SEE "CONCRETE SUPPORT SADDLE
DETAIL" WHERE CONCRETE REO'D.
2" BRONZE GATE VALVE WITH MIPT
m CONTROL PANEL IN NEMA 4X ENCLOSURE
?.::.
X SLIP SCH. 40 PVC ADAPTERS.
z
MOUNTED TO SIDE OF BUILDING
:}: GRAVEL s"
z g
............_.
. .... .. .........::
: ii::. :.............
:}:
.... N
.. ..
-.
I
i GRAVEL'. 6
iv NEW UTILITY LINE
NEMA 4X JUNCTION BOX REMOTE FROM PUMP STATION AS REQ'D. WHEN
.::.,_
-------------
PUMP LEADS ANWOR FLOAT WIRING CANNOT BE EXTENDED TO CONTROL
PANEL WITHOUT SPLICING. JUNCTION BOX SHALL BE MOUNTED TO SIDE
2" $CH: 40 PVC (TYP.)
OF HOUSE OR ON SUITABLE SUPPORT (4 X 4 TREATED POST OR APPROVED
I
2" 45° BEN
\,
EUON BOX SHALL BE ALEAST2" ABOVE GRADE. QNCTiADJACENT LL T STATION.F LOCATION, TAINLESS STEEL SCREEN
2" SCH. 40 FIPT X SLIP I
i .
r _ _ _ \
STORM CULVERT
FIBERGLASS BASIN
PVC ADAPTER i
MIN. 12 CIF OF �"'�
STAINLESS STEEL BOLTS,
NUTS, AND WASHERS WITH SEALED TOP
M.J. TEE TAPPED 2" (TYP.)
2" BRASS NIPPLE
CONC. BLOCKING \
LENGTH OF ENCASEMENT TO BE
z (MIN. 6 TOTAL)
- - _
2" 45°BEN
EQUAL TO CULVERT O.D. PLUS 2'.
1 -0
NO SPLICING OF WIRES
I
.
i .'.'-.'..e
MIN 12 CIF OF
' •_)*—CONC. BLOCKING
-
UTILITY TINDER CUI VERT IITILIT_YLO_VER. CTTT VERT
�wwnM,n
ALLOWED INSIDE BASIN
NOTES:
_
1. VERTICAL PIPE AND ALL FITTINGS SHALL BE SCH. 40 PVC UNLESS OTHERWISE NOTED.
b
"
2. SLOPE FINISH GRADE TO DRAIN AWAY FROM BOX.
m
1 12 SCH. 80 PVC VENT PIPE
3. PROVIDE SCH. 40 PVC REDUCER AS REQUIRED FOR TERMINATING PRESSURE SEWER
GREATER THAN 2" AT LEAST ONE FULL JOINT (NO SHORT SECTIONS) OF PRESSURE
,t 7
TYTI-Cu_ CULVERT -DETAILS, .
W m
NOTES:
SEWER SHALL BE INSTALLED DOWNSTREAM OF REDUCER.
-CROSSING
NTS
=G
in,,
BALL VALVE
1. SLOPE nNISH GRADE TO DRAIN AWAY 2. WHERE PRESSURE SEWER IS 3- OR LARGER TEE SHALL BE M.J. WITH 2" TAP.
SEWER.
1 1 /4" SCH. 80 PVC U NIO 1 1/4"
11/4"DISCHARGE FLANGE
2" SCH. 40 PVC TEE MAY BE USED FOR 2" PRESSURE
3. IN -LINE CLEANOUT SHALL BE LOCATED APPROXIMATELY 2'FROM ADJACENT
GATE VALVE.
7�7('t �7�T7-� ��7�T STD c�1 �T �T
1ll�-ALE JJ-LI E.. PRESSIJRE�..7�LW-CT�OSLT. DETAIL
IM�Mmxw"�"
TYPICAL IN -LINE PR.FSSURF SEWER CIJFANOTJT DETAIL
NTS
H. Z
\7C
NTS
FPOHOUSE
PLUMBING NONCORROSIVE LIFT D
FOR USE IN PAVED AREA OR USE IN UNPAVED AREAS
CHAIN OR CABLE
PAVEMENT CASTING
12" 12"
�. �.:.:
W i�
DETECTABLE TERRA TAPE D IS TO BE
l �'.'�
✓
ALARM 11/4"SCH. 40 PVC
11/2^ •,�„ �.
INSTALLED APPROXIMATELY TWO (2)
I' 'L' :
Q •I -'iv
J s^
THICKNESS
FOOT DIRECTLY OVER ALL PVC PIPE-
UNDISTURBED
EARTH
�{
6�1 11/4"SWING
CHECK VALVE 12"t TO SERVICE LINE
6"OR
OF BASE MATERAL
NOTES;"
I
;` '
i H
O o
12" VALVE BOX
ON
......+....... ...... ,.y.•,, _..,,.,..,.,,,,.,,.
•:•.,., ,,.,.,•
,�.: t
IN LACE POURED E PLACE
POUREDP
1. BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL OR FROZEN
'�•,,
:
i
9 F-1'Z
_ ______ _
[-'.'. . . . .-.'. 8„ ._.I
.' .' 1 1 /2" X 1 1 /4" SCH.
CONCRETE COLLAR
CONCRETE COLLAR (3000 PSI MIX)
(300o PSI MIX) OR APPROVED
EARTH. «,:
\%. y-
2. BACKFILL COMPACTED TO:
,, 1
`ii:
•I^I a) _0
W yY
I : : • I 40 PVC REDUCER
PRECAST COLLAR
A. 95% MAXIMUM DRY DENSITY UNDER ROADS, DRIVEWAYS, OR
SIDEWALKS.
;::
O
•
�' • � O
OFF
NOTES:
- I GRINDER PUMP
1. 2" GATE VALVES SHALL HAVE F.I.P. THREADS. CONNECTION TO THE
P e MADE WITH BRASS NIPPLE AND SCH. 40 PVC F.I.P.T. X VALVE BOX
PIPE E
B. DENSITY BEFORE DISTURBANCE OR 90% MAXIMUM DRY DENSITY,
WHICHEVER IS LESS IN LOCATIONS NOT COVERED ABOVE.
,
:. ,. .:. •:
:..
:: '. 2
-i;-
t4 u,
• �{ z
ac
L'.
SOP
AREA 1
. ft} r,
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2. GATE VALVES GREATER THAN 2"SHALL BE MECHANICAL JOINT
VALVES
3 MUM OF 8 LIFTS IN AREA 1 AND
F6'LIFTS
^/�.�
r Q ...
' •
CONCRETE FOR I' -' '.-Ti- 12"
FLOATATION CONTROL .'..
MAXIMUM OFILL IACTED N AREA 2.
4. AREA 3 CONSIST OF SAND, GRAVEL, OR NATIVE SOIL WHICH IS
------------ ,`'} , ` ` ` 4 Ft ` •.•. ..,,
`%`� ������`��'�"'S',°,,"'•�)
a
PUMP STAND BY
__
FREE OF ROCKS, FOREIGN MATERIALS, FROZEN EARTH OR
I' PUMP SUPPLIER
VALVE BOX SHOULD NOT
ORGANICS. WHERE NATIVE SOIL IS DETERMINED ADEQUATE BY
g ONCRETE FILLET:;=::
GATE VALVE CONTACT VALVE OR MAIN.
PLACE PEA GRAVEL UNDER
ENGINEER, NO EXCAVATION BELOW BOTTOM OF PIPE IS REQUIRED,
(i.e., AREA 2 WOULD EXTEND TO TRENCH BOTTOM). _
PEA GRAVEL
GEZTEIZ� Ic BLOs IiII`LrSLQTES:. T�RUS—Tn� j�jXG�(T!puJE
io
BOX FOR SUPPORT.
_ AREA 2
REFERENCE TO DENSITY BASED ON STANDARD PROCTOR AS d
1. ALL BENDS SHALL BE BLOCKED FOR THRUST RESTRAIN. B10_QKING AREA IN SQUARE FEET
C
_ _ _
DETERMINED BY AASHTO T - 99 (ASTM D - 698).
4 AREA 3
2. CONCRETE SHALL BE 3,000 PSI MIN. LINESIZE SEE$ 90° BENDS 15°BENDS
9. CONCRETE FOR THRUST BLOCKING SHALL BE KEPT FAIRLY DRY, THUS
MAKING THE CONCRETE WEDGE SHAPE MORE EASILY FORMED WITH THE 2^ 1/4 1/4 114
WIDEST PART (BLOCKING AREA AGAINST UNDISTURBED SOIL.
4. BENDS FOR PIPE 3" AND SHALL BE SCH. PVC WELD).
WWW
TIALM
3" 12 12 12
L
7�/�T Tc 71i 1t T7�T/'� 7 �
11S11Ja7'J.�4-�.lM1P.1.LY.y7 T JNT__ _T _1ETATT,
____
?
+ 2'
5. BENDS FOR PIPE LARGER SHALL BE CLASS S0 DUCTILVERNTTN
0. WHERE DUCTILE IRON FITTINGS ARE USED, NO CONCRETE SHALL COVER
ANY BOLTS OR GLANDS, OR IN ANY WAY OBSTRUCT THE PROPER 4" 1 3/4 1/2 OPERATION OF SAME, AND FITTINGS AND ACCESSORIES SHALL BE WRAPPED
NTS
WITH 10 MIL POLYETHYLENE PRIOR TO PLACING CONCRETE. 6" 2 1 12 1
BLOCKING MIN.
Z AREA OF THRUST BLOCKING AGAINST UNDISTURBED SOIL SHALL BE AS
SHOWN ON THE THRUST BLOCKING SCHEDULE. 3 2
BEARING AREA = 1 FT SNO CONCRETE SHALL TOUCH BOLTS
S. 4
' OR GLANDS. WRAP BOLTS 3
' GLANDS W/PLASTIC
TRENCH CROSS-SECTION DETAIL-'OI. PRESSURE SEWER
VALVE AND-VALVEBOX
NTS
FORCE -MAIN THRUST-BIA)CKING
NTS
NTS
SERVICE NOTES
VERTICAL BENDS REQUIRED IN THIS LINE TO
ESTABLISH DESIRED VALVE BOX ELEV.
i
CUT IN ASPHALT `1 12" 1- 2 ASPHALT OR EXISTING THICKNESS
TO BE SAWED 12^ I / I 12^ I EXISTING ASPHALT Intentionally left blank
•
PRESSURESEWER
Wet Tapping: Service saddles for wet topping of pressure sewer lines shall be Ford Series FS202, or approved equal saddle with
band. Outlet threads shall be iron size. Valving mechanism shall be Ford Corporation Stop Series FB500, or
(SEE SERVICE LINE VALVE BOX DETAIL)
�I
�� �( ��
�i'
CV
stainless steel pipe
approved equal Corporation stop With inlet and outlet bein male iron pipe threads. Connection between the corporation stop and
g
schedule 40 PVC service line shall be accomplished using a schedule 40 PVC female iron pipe thread by slip coupling. Where
connection isto be made to Z'pressure sewer line, said connection may be made by cutting Into the line and Inserting a 2' schedule
I
1 12" SCH. 40 PVC 90° BEND
AGGREGATE BASE COURSE N7 STONE
COMPACTED TO 100%DENSITY
• O
40 tee if said connection can be made while taking the line out of service for no more than 15 minutes.
24" X 24" HALLIDAY SIR2424
ALUMINUM HATCH CAST IN TOP WITH
PROXIMITY TO WATER SUPPLY LIES'
line be installed of 18" below the water line. (Conversely,
DISTANCE AS REQUIRED TO i
INCORPORATE VERTICAL
COMPACTED BACKFILL
(SEE SPECS)
_ !` O
SS HARDWARE OR APPROVED EQUAL
Where sewer services Cross water supply lines, the sewer shall a minimum
BENDS TO
O1
where water service lines cross sewer mains, the water line shall be Installed a minimum of 18" above the sewer main as noted on
the "Water Distribution System Detail Sheet".)
ESTABLISH DESIRED VALVE BOX ELEV. ,
(SEE SERVICE LINE VALVE BOX DETAIL)
. ,�,�, ;+�,.
.`
-
I SERVICE LINE
VALVE BOX
NEW UTILITY LINE
``^^
' , -. 'T%``�btNORT BODY PRESSURE
SEWER VALVE WITH 2" NPT
SPECIAL NOTE
2'
V J O)
INLET, 12" NPT OUTLET. VALVE
The service for any platted lot shall be installed at the time pressure sewer main serving the la s constructed. Wet tapping for
OD
SHALL BE CRISPIN, MODEL S20S
services shall be allowed only for areas where lots were not platted at the time adjacent sewer mains were constructed. When any
service tap is made, the valve box, gate valve, and meter box shall be installed, and the service line shall be continued at least to the
I
TRENCH WIDTHOD
W CV
OR APPROVED EQUAL.
1 12" SCH- 40 PVC PIPE
right-of-way line.
9
i
(SEE SPECS)
W (0
'.' 4' MANHOLSSECTIO CONCRETE
MANHOLE SECTIONS
BLOCKING AS REQUIRED t-------^--------- ----C
OPEN CLOT _&- PATCH -.FOR _ BITUMINOUS SURFACE AREAS
-
U Z p
PLASTIC METER BOX W/
1 12" BRONZE GATE VALV TOP STAMPED "SEWER"
i
NTS
REPLACE CONCRETE 3" THICKER
``�� (`13
O V U
2" BRONZE GATE
d X 2" SCH. 40 PVC TEE IF BRANCH IS 30' OR LONGER.
d X 11 SCH. 40 PVC TEE IF BRANCH IS UNDER 30'.
THAN CUT PAVEMENT
Z L
VALVE W/FIPT
i
EXISTING CONCRETE DRIVEWAY
1r
2" $CH. 80 BRASS .J. TEE TAPPED 2"
d 7' X 1 12" SCH. 40 PVC REDUCER REQUIRED SERVICE LINE 2'
�/
Vi Z
NIPPLES (TYP.) -
= 1 12" BRONZE
CHECK VALVE
IF BRANCH LINE IS 30' OR LONGER I VALVE BOX
THICKNESS OF CONCRETE
.
E TO BE DETERMINED IN FIELD
` 0j
/ IS
��VV
-
o NOTE: PIPE AND FITTINGS TO
BE 1-12" SCH. 40 PVC UNLESS
MAX. ' MAX
STONE MEETING CDOT SPECIFICATION S FOR ABC
V O
=
OTHERWISE NOTED. SCH. 40
PVC ADAPTERS SHALL BE
1 12 SCH. 40 PVC (BRANCH LINE)
STONE, TYPE B OR C8"
NTO BE COMPACTED TO 100% DRY. Z
DENSITY OR AS DIRECTED BY ENGINEER
Z
U)
I
;_ :''r:.:I
'\ PROVIDED AT EACH END OF
/ Z.% .. .. .. ... . ... ...... ... VALVES.
VALVES.
COMPACTED BACKFILL
F.y
__ -----------------------
GRAVEL \
\
1 12" SCH. 40 PVC TEE i
(SEE SPECS)
N
STON�::7 .
COMPACTED CRUSHED STONC�
TO
TO COLLECTION /• io ::
'\
(ALTERNATE ORIENTATION OF TEE IS WITH RUN
CONCRETE
IN. 1.2 C.F. OF CONCH
SYSTEM:'.;�:'r[:'.�>`�:'.::+.�_ �:: :_�;}i;:::"`:"•.:'.';C;:'.1:�'�:'t"S'i. FROM WET WELLPERPENDICULAR
/
TO BRANCH LINE, I.E. ROTATED /1_
VERTICAL BENDS REQUIRED IN THIS LINE TO
'^ U7
--f---- \----s------
90" COUNTERCLOCKWISE FROM THAT SHOWN.)
RESSURE SEWER MAIN I ESTABLISH DESIRED VALVE BOX ELEV.
NEW UTILITY LINE
vJ x
7 O
L m
(SEE SERVICE LINE VALVE BOX DETAIL)
T�
S�VALME DET TT,
AIRRELEASE
¢
1�
TRENCH WIDTH
SPECS) I
O O b
SERVICE .LINE. VALVE BOX
TYPICAL DOUBLE RESIDENTIAL SEWER SERVICE
(SEE
OPEN Ci1T &PATCH FO�COSLCTtETE_SUREACF_AREAS
U a
errs
NTS
NTS
NTS
a)
� Bf
v/
U)
Intentionally left blank
Intentionally left blank
Intentionally left blank
Intentionally left blank
O c
d.
T
V i
O
M )
('
Z
m
Cc
2 $ i
� T
G� IJi H Zk L 0 ll / ��'I' V V \L isnois treproduceis the drinpwhole oof ar iinn
without mitUSTON and ten from
a m
part permission
NOT RELEASED FOR CONSTRUCTION HOUSTON and ASSOCIATES, P.A. ® Copyright 2000 i
m m
ALL RIGHTS RESERVED (n
to 0 0" 0

CAST IRON READING LID
HINGED CAST IRON FLAP)
'
FINISHED GRADE STAMPED "WATER METER"
DETECTABLE TERRA TAPE D IS TO BE
INSTALLED APPROXIMATELY TWO (2)
FOOT DIRECTLY OVER ALL PVC PIPE.
STORM CULVERT
•J, ���',� rt�,.��y.:� '� ��y'�. ��''�,,,
NOTES:`
EXISTING ROAD AS NOTED ON PLANS
r+!`,,r+� i` 4�`r�♦4+/ '
''r,5��.e.e.rnr�!:
;•{:v:i::i:: :gbC.
.,�,�,� ::::::::::::....:::: . r,4 ^
1. BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL OR FROZEN ,,,� :: :::: :::: :: : ' :�;:�; :.;; :�;:�; :.; :.;; ;. ; �i.``
^��.
NEW UTILITY LINE
i ROAD SHOULDER
LOCKLESS CAST IRON FORD C700 WATER METER
YOKEBOX WITH DUAL CHECK 3/4" X 5/5"
4;
EARTH. ,`!>iSi::>ii5:2:':::::i: ::
,; `r
EA GRAVEL ENCASEMENT
ii� `y`yy �`g`�y`r� �`i,`g ^f, y`„`�, +`�,`ir f; `�y,5><•4'•5? �itii
'i-'��.4',,\%\!\i.\%.\'r�'i
READING I
READING IN U.S. GALLONS
VALVE YLHC141E243-RLVALVE
AND
)
\1, : %'
2. BACKFILL COMPACTED TO: „ :: ::
�ii \,i,%\%.•%\%,\%,41v,%,\%,till 4%\' ,%,J,Jt \!\%\I\%.4',.\J.4I.\�
,,.,,,^
OR APPROVED EQUAL
A. 95% MAXIMUM DRY DENSITY UNDER ROADS, DRIVEWAYS, OR ^.::>;:::::::::.4 . ::::::::::::::::.; �;
,•`, "`"''`
SIDEWALKS. `.: :::::::: ..... ........... i::::i>:: ':
B. DENSITY BEFORE DISTURBANCE OR 90%MAXIMUM DRY DENSITY .,l :.::•::::. � :::. . :::::::::.�::::::.: �/
_
..♦�l ,,.\.�, � .r,
_ ,
_ t/, 1,
t ,/
WHICHEVER IS LESS IN LOCATIONS NOT COVERED ABOVE. • � :::::. � ::::::::. � .:::: :•::: ::•::.
,♦ ,r
...
i - � � �
� '�
\l ♦, BACKFILL
•,, .. ♦i AREA 1
� -
SEE DETAIL
SERVICE LINE FROM TAP (SEE SPECS.
3. BACKFILL COMPACTED IN MAXIMUM OF 9" LIFTS IN AREA 1 AND .; ;;; ;; ; ;.;;':. ..:•::: :•::::.; „
• NEW UTILITY LINE
�, +``• •
FOR SADDLE d OTHER REQUIRED
MAXIMUM OF 6" LIFTS IN AREA 2. •.' :•`>: ">`::::......::....:....:.`:..
::•.:•::::::: ::•: ::•.
;,, +•.
COMPONENTS.)
SERVICE LINE
o
-
4. AREA 3 CONSIST OF SAND, GRAVEL, OR NATIVE SOIL WHICH IS ' ........................................
'`%% "%% :' : ... ..........
�; „ <
`SERVICE
TO HOUSE
>
FREE OF ROCKS FOREIGN MATERIAL FROZEN EARTH OR �`' ::: >::: i:::::::2:>::': ' ""`'� %%:::
,, .... :•.:::::.. :...::::•
ORGANICS. WHERE NATIVE SOIL IS DETERMINED ADEQUATE BY :. � t.
FORD F700 LINE TO
. ♦
FORD S70.604 t! +• CORPORA SOP METER CONNECTION
1" 200 PSI CTS O 3 ON
3 N . 57 T E
l'
..
♦' >: ::: : »:•::•::<• !•>:.. :•::: •: ,r
ENGINEER, NO EXCAVATION BELOW BOTTOM OF PIPE 13 REWIRED, t, .. ,.
STORM CULVERT
„ ;. 1" 200 PSI CTS
SERVICE SADDLE , •, ( )
is j:"
(i.e., AREA 2 WOULD EXTEND TO TRENCH BOTTOM). +'/ 111;13i:rl:i:s ...................... ♦s
` t,,,,t,.,
isis��:;2.-_...----..-.----............
"+."`""""1• ei"Ilf ♦i AREA 2
' REFERENCE TO DENSITY BASED ON STANDARD PROCTOR AS "'•' 1''1"""" : "
. r .....:.aaa:;:; :
•`••'
LENGTH OF ENCASEMENT B2'
NEW WATERLINE
NOTES:
DETERMINED BY AASHTO T - 99 (ASTM D - 899). , , ��
/
PLUS
EQUAL TO CULVERT O.D. PLUS 2'.
SEE SPECIFICATIONS FOR
1. INSTALLATION REPRESENTED IS BASED ON BRUNSWICK COUNTY REQUIREMENTS. REQUIREMENTS
WILL VARY FOR INSTALLATIONS IN OTHER PUBLIC UTILITY SYSTEMS. SPECIFICATIONS.)
NO
AREA 3
(SEE
q ti` ; .
♦"
TAPPING COMPONENTS
2. ALL METER SERVICES SHALL BE INSTALLED BY THE CONTRACTOR PRIOR TO DEDICATION OF THE
"POLICY
�
TILITY aJ1 )ER CULVERT UTILITY OVER CULVERT
WATER SYSTEM AS PER THE FOR THE EXPANSION OF THE WATER SYSTEM BY DEVELOPER/
OWNER BUILT LINES CONVEYED TO THE COUNTY". THE INSTALLATION OF SERVICES MAY ONLY BE
y
Q• J � J?,
+2'
R
PERFORMED AFTER HYDROSTATIC AND BACTERIOLOGIC TESTING IS SATISFACTORILY COMPLETED.
W
3. ON BRUNSWICK COUNTY JOBS, METER TO BE FURNISHED AND INSTALLED BY COUNTY.
?
S
YPI_CAL �U�VEBZC1tOSSIN J2ETAILS
T_YP__LCAL-VyATERON_FOR-P--V_C
4. 1" WATER SERVICE REQUIRES CAST IRON FORD YOKEBOX AND DUAL CHECK VALVE AND INLET KEY
VALVE (YLHO141-444-RL) OR APPROVED EQUAL
NTS
-FRVLCT�CO-NNE_-C-
p�Q�
TRENCTLEACKFILL
NTS
TYBLCAL� WATER -SERVICE ASSEMBLY
NTS
NTS
AS NOTED ON PLANS (
EXISTING ROAD �'
WLU
'
Q � Z
::;•:;.•::•.: ROAD SHOULDER
(9) N4 REBAR 3000 PSI CONCRETE I1/2
4EACH WAY THRUST COLLAR ,'�--►{
I
±
O
�¢
%'�'i'i i♦i♦ �L♦,♦/t,♦'it5+4.5„Er%i:4v.rRr. �i:
,.+qva .,,,trnrbt. ..,..,.:..,*r,4,,:....� ',,, y��♦,
M SEE TRENCH
I THREADED GALVANIZED STEEL
......:.:..: RODS WITH 4' X 90' HOOK. SEE
.....
"TIE ROD SCHEDULE" FOR
QUANTITY AND SIZE OF TIE ROD
IIr
:::3�:�;.::::';'";:':'...;
' ^
-..
•ti �s ,:.+.�.•.r.�.+. r.'fti..Y.:!. r.+.'tt`i
::.
.:. f :�%•,,,•,�%.�.,.�.,♦..
''� V) =
O 1""1
0 O
W.J F+i
eo ; BACKFILL DETAIL
�.
PROVIDE BARREL EXTENSION SECTION AS v?
REQUIRED FOR PROPER VERTICAL ALIGNMENT
ON PLANS I
t.::: . :' M.J. CAP,
:;:I;;;;;;;;;;;;;;;;;;;;'::;•- OR OTHER..::.
�
:;:;:;:;:; ;.
b/2/;;;;;,;,;,;,;,
:. %"
'
-
�O
,j
NEW WATERLINE
BURY LINE:'
f M.J. FITING
;.
,�.::::.::::::::::::::,::•:
`J; /��
PIPE WIDTH PLUS 24
t,.t,.t
[F[F
:4 .::,:•::
"- ------
TYPICAL TRENCH ON ROAD SHOULDER
i
I ;W
VALVE dVALVE BOX BACKFIL ;LL
A4 REBAR
: ---�,e�r: ::;::: •;.' :i 3'::::.:.:.:.:::1:•:•:
:: ':;Cl
;.t.;.;.
Q m
-SECTION
NTS
d"GaIrE
(SEE VA�.VEdVALVE BOX DETAIL) ,' iw
;.;
: ::':•: •. •: : : : ': ::•
' \\ , m
'
THREADED TAP
AND BRASS NIPPLE
i D
, .. .
. +; 2
EXISTING GRAVEL ROAD
STONE 5, S Q
(7 C.F. MIN.)
FOR 2" LINE EXTENSIONS
5" MIN. ".�,.y.ti.y y.y.1.y.t.y.ti.y.ti.Y.�.t �,.ti.y y.ti.1.y.y.ti.1.ti.1.ti.�,.1.ti.1. r,.v.. ,...
.. '. '. '. '. '. '. '. '. '. '. ". '. '. . '. '. '. t•.Cr, ♦,,..�
UNDISTURBED SOILS
I
CONC. .'r :
�:WEEP HOLE TO .:.:'"` :+%�
m
BLOCKING 18 REMAIN OPEN
"MIN. �.;•:;.... •• ;,.._
f`- � �
END TOP VIEW
TUSING COLLAR_DIMEIySIQNS
� �;
::;.:::
1/2"EXTE OR PLYWOOD
.,
_
' � �
_ ' :Z: ;
::s:: t:„1 ::¢@14ts:`
' ' •::8" dlPi :::::y:::9" bl�iieitii� .: .:.:an: ; i
'�"
AS PER COLLAR DIMENSIONS SHOWN.
�-�- MI
S� INE MIN W N D
MIN.
COMPACTED BACKFILL �
(SEE SPECS) `. io
:;: i •• u+
5 €Ij` i€1 ' ci
- - -- -----
4" 6" 1 ,
8'
,. !
r ,
~`
?TEE' • :' .r COfdC. '
6„ y,.
24"
PLAN VIEW
>
NEW WATERLINE '
:;
i 9/4" THREADED GALVANIZED - �; :?::!::::
♦', STEEL TIE RODS WITH !/ '': "' '' "BLOCKING:
.ra. /, :;:: ;::.:: .'.''.'.'.'.'.'
EYE BOLTS (4 TOTAL)
8" 12" Sell
12" 18" 48"
PLAN VIEW
IMMEDIATELY UPON COMPLETION OF WATERLINE :;
INSTALLATION, GRAVEL OR MARL ROADS ARE , , , , , ,` ``;
ARE TO BE LEFT IN A CONDITION AS GOOD OR '- -
r• ::;:.::..
"'" '''''' •' •'''''''
16" 18" Bell
BETTER THAN THE PRIOR CONDITION.
NOTE: THE TEE IS NOT A PART OF THE FIRE HYDRANT`
''
1
RENCH WIDTH
(SEE SPECS)
\ „/ ASSEMBLY FOR BIDDING PURPOSES
C
THRU�'I' vyLLAR,
x �, r
f
� `'
CV
TYPLCAL -TRENCH SECTION-ON_GRAVEL _ROADWAY"
NTS
FIRE -HYDRANT -ASSEMBLY
NTS
NTS
. :. :_
b- '``4` '�' b ; . . . ..'�' :.
h/2 h
CUT IN ASPHALT 1 1,2" 1 - 2 ASPHALT OR EXISTING THICKNESS
TO BE SAWED 1 12" 12"_I EXISTING ASPHALT
FOR USE IN PAVED AREA USE IN UNPAVED AREAS
..:.:..:.. .... + p,e., .
.--\.va,.,`d`,,.•y... .. .:..:..:..: .:... �.. ._...
�OR
PAVEMENT CASTING
12" 12" -
.',' :\.r�,;�,•,`,+,•,•, ;"y
;\• \.nc\o\..4•......•a,e,.v.
-- -
to
.':`L.:::a:R:�:;::::;.,'C:;.
AGGREGATE BASE COURSE d73TONE •..� .,. i
COMPACTED TO 100%DENSITY ,;,.:�'•' •w,.:,..,,: _
u ,.
11/2" ♦
.'ti B"
SEE THRUST
COLLAR DETAIL -\
SECTION VIEW SECTION VIEW
r-
r
_
41/2 .:.:. . . .:.:.:....:
TIE ROD
COMPACTED BACKFILL �'r
(SEE SPECS)
,.:J..,'";J;.,:,,:.:,a=
4" : : : : : : : PLACE
SEE TIE RED EYEBOLT
TYPICAL -REND -BLOCKING TYPICAL TEE BLOCKING
p
POURED IN
:: •':':':': :':' CONCRETE COLLAR
NTS NTS
0� ♦
NEW UTILITY LINE,
`.
}`, `i+, `,d„4 y`,f:g (3000 PSI MIX)
.. as�n.5. ..
POUREp IN PLACE
__Milo
to
CONCRETE COLLAR
TRENCH WIDTH
(3000 PSI MIX)
VALVE BOX
COMPACTED ABC BASE
THRUST BLOCKING TABLE
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(SEE SPECS)
UNDER COLLAR
..
C
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OPEN CUTTA PATCH FOR BITUMIN-0-US�UBFACE_AREAS
R\\
BLOCKING DIMENSIONS (ft.) MIN. BLOCKING VOL.
TYPE FITTING PIPE SIZE (In) 6 H X Y (CF) (CYO
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NTS
REPLACE CONCRETE 3"THICKER
`M.J. REDUCER
3' MIN.{
`� �
V
22 1/2' 4 1.0 0.6 0.5 0.25 1
THAN CUT PAVEMENT
VALVE BOX SHOULD NOT
GATE VALVE VALVE OR MAIN.
I
8 2.0 1.1 1.0 0.25 1
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�
EXISTING CONCRETE DRIVEWAY
CONTACT
PLACE PEA GRAVEL UNDER
12 3.0 1.7 1.5 0.5 4
W
12" • 12" ,
"III III_ "
BOX FOR SUPPORT.
16 4.0 2.2 2.0 0.5 8 1/3
V1 N
THICKNESS OF CONCRETE
' • • ' TO BE DETERMINED IN FIELD
NOTE:WHERE SMALL WATERLINE IS 2", A TAPPED
TIE CAP OR PLUG, AS APPLICABLE, SHALL
45 "
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...\-,.� .;.
. „•„ :''_'
d" STONE MEETING NCDOT SPECIFICATIONS FOR ABC '` ;::; ::;::;:;?:;::::,;. "•
-ROD -SCHEDULE BE
USED.
4 1.5 0.8 0.8 0.25 1
6 2.0 1.3 1.0 0.25 2
_
7 td
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STONE, TYPE B OR C, TO SE COMPACTED TO 100% DRY
S
TIE ROD
8 3.0 1.5 1.5 0.26 3
(4
DENSITY OR AS DIRECTED BY ENGINEER
Pi pa
12 4.0 2.5 2.0 0.5 9 1/3
Diam Quan. Size REDUCER_$LOCKING
16 5.0 3.5 2.5 0.5 20 3M
_ COMPACTED BACKFILL
(SEE SPECS)
4" 2 5/8"
6" 2 3/4" NTS
�
B. 2 3/4"
90" & TEE 4 1.0 1.0 1.0 0.25 1
NEW UTILITY LINE
BLOCKING MIN.
BEARING AREA = 1 FT SO. NO CONCRETE SHALL TOUCH BOLTS
OR GLANDS. WRAP BOLTS d
12" 4 3/4"
16" 4 7/9"
6 1.5 1.5 1.6 0.25 3
8 2.0 2.0 2.0 0.25 7 1/4
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>, `.. ,a..cccl,.c``:
-........GLANDS W/ PLASTIC
20" 4 1"
24" 4 1 1/4"
12 3.6 3.6 2.6 0.5 20 3✓4
16 5.4 5.4 3.0 0.5 43 1 2/3
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TRENCH WID7H
(SEE SPECS)
VALVE AND VALVE BOX
ao" a 1 1/2"
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OPEN CUT & PATCILFOR, CO-MCRETES REA-CE-AREAS
NOTE:
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All tie rods shall be galvanized steel.
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GENERAL BLOCKING NOTES:
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reduced ressure backflow preventer. The backflow preventer shall be
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:. . . .
approved by Foundation for Cross -Connection Control and Hydraulic Research,
University of Southern California. The backflow preventer shall be watts 709
l.Conerete shall have a minimum 28-dad- strength of 3,000 psi.
,-
.' .. ...
'
,.,,.,<<+ _ .- +••.,,,.z c` ` _,,c;, ; ',`,,t,.,t,,t ,,,t,♦%'.Blocking
or approvedequal.r
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ffimensions and vol mnes presented in the "THRUST BLOCKING TABLE" are
2" BRASS CAP
DAVIS CAST IRON METER BOX NO. D-351
based on a soil bearing capacity of 2.000 psf. Where the actual soil bearing capacity differs
2" BRASS NIPPLE
2" SCH.40 FIPT X
from this value. the Engineer shall determine revised dimensions and volumes for the
6" M.J. FITTI "GATE VALVE WITH FIPT ENDS
VALVE BOX SLIP PVC ADAPTER
(SEE VALVE d VALVE
.t,,t.,,.+,., ,,,,,.,
"'c'ry`,'•�? �}ty„ !.!^'
Contractor's used in constructing the blocking.
(SEE VALVE AND VALVE BOX)
BOX DETAIL)
3.Concrete t-esl ing shall he subject to Paragraph 5.6 of the Specifications, with (he exception
"SCH. 40 MIPT X SLIP PVC ADAPTER
that the number of C}'tinder tests shall be based on an average of approximately 1 per 4
blocks poured. Should any test fail. additional tests may be required by the Engineer at the
:..
GATE VALVE 2"SCH. 40 PVC PIPE
sole expense of the Contractor.
FIPT
[;j;:;::' '•
2"BRASSCOUPLING
2" SDR 21 PVC
(EACH SIDE)
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4.C(n Crete shaft be from an approved ready -mix plant unless job -mixed concrete is
SCH.40 PVC
specifically approved by the Engineer on -site.
2" SCH. 40 PVC PIPE ;+ 90" BEND
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"BRASS COUPLING
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5JIie back of the block thrust bearing area shall be against undisturbed soil.
( g ) g
" BRASS NIPPLE
'BRASS NIPPLE
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2" BRASS NIPPLE 2" SPVC A MIPT X SLIP THRUST BLOCKING
EACH SIDE)PVC ADAPTER
( (EACH SIDE)
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WASHED STONE
t' AI fittingsaccessories.'h II wr wi h 1 mil < 1 ethylene ri r [ pouring
�. 1 f ttl g- and shall be tipped ( () p) }- prior O p0 g
blocking. no concrete shall be placed which will prevent the disassembling of adjacent
LO
" MJ. PLUG TAPPED 2"
3'
joints. Should concrete come into contact with any nuts or bolts, the pouring operation
'
shall be immediately stopped, and the affected area be. thoroughly cleaned to insure proper
bolt and nut operation. 0
NOTE: SEE SPECIFICATIONS FOR DISCUSSION
FILTER FABRIC COVERING STONE
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_
OF VALVE d VALVE BOX SUPPORT IN
URFACE. FABRIC TO BE TRIVERA 2" SCH. 40 PVC DRAIN PIPE
3: _
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MECHANICAL�IOLNT�UG TAP�EIZ2_ WITIi GATE VALVE
SOILS OTHER THAN LOOSE DRY SAND
SPUNBOUND 1127 OR APPROVED EQUAL. e MIN. 2 % SLOPE
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BLO_WOI'F ASSEMBLY
A U �7L�T�Tr� n �7A L�
BtiCKFLO .41,E_Y_ L' ly1_E.E1,__y Ly_U_LT DETAIL
- _ / \ This drawing is the property of HOUSTON and ASSOCIATES, onfrod
I �I � L-'1 /� S not reproduced in whole or in part wRhout written permission from
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(PER1Y1A ENT%
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Copydgh12000
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NOT RELEASED FOR CONSTRUCTION ALL RIGHTS RE SERVED N
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A. BURY THE TOP END OF THE JUTE STRIPS IN A W
TRENCH 41NCHE3 OR MORE IN DEPTH. V - :�'
:3t
-
-•:... �s:s;s;
TOP ELEVATION OF STORMWATER
B. TAMP THE TRENCH FULL OF SOIL. SECURE : • : ,i y✓//w
WITH ROW OF STAPLES, 10 INCH SPACING, v' , .
l/50
t' /.
C ES DOWN FROM TRENCH. / 41N H
/
NS WASHED 1 MAX. w
•
ieiiilYiiiilililii[ijij
STONE .•.
�::::::: � :
:::::::::,::::::::::.'.'.'.'.......
CHANNEL SLOPE :; : a
EROO-SSWON-C_ONTROL NARRATIVE
•'t' T\.'. '.'.
C. OVERLAP -BURY UPPER END OF LOWER E. OVERFALL
STRIP AStN A _-'
"A" AND "B". OVERLAP END
it �SlEEfsSIE€
..............:
VARIES
A. PROJECT DESCRIPTION
southeastern unswi'kCountyowithin the olf course development
The SuhP.Ct: project lS located In Brunswick (,
J P Jg
OF TOP STRIP 41NCHES AND STAPLE.
!
OR WIDTH OF
STREET
EX1911FIG fii i it ..'. .'.'.'.'.'.'.' �BC PROPOSED ,
1s
WindingRiver Plantation, at the Lockwood Folly River The project involves the construction of a
`.:.:.tL..:.
+,• '.-
ROADWAY:. 2s-o^ WHICHEVER IS
GREATER
SECTION VIEW
small River House, basin and a boat docking facility, and parking for residents of Winding River.
V '
This project is bounded to the west b the Lockwood Folly River, to the east b Riverhouse Road and
P J Y Y Y
,<,,•,•.'.'
D. EROSION STOP - FOLD OF JUTE BURIED IN .\ • _
SLR TRENCH AND TAMPED, ..... � : � �. -_
EXISTING SLOPES
,
to the north and south b property owned b Winding River Plantation.
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, , .
DOUBLE ROW OF STAPLE" k'.' V •' •r•'- \ .. .
^... .
':':�.'. PLACE STAPLES 1.5
ii's€€iil€€€€ ii€
10 MIN'
_
"m
'>
>.'. . TO 6 FEET APART AS
REON P
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B. SOILS AND TERRAIN
ir
.\.'.'.'.'.'. .'.' .-. . . .' THE JUTE FIRMLY
INTO SOIL.
NOTE: HEIGHTd WIDTH DETERMINED BY
The project area to be disturbed is moderate) sloped. Relief ranges from approximately 9' MSL to
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PRESSED
•' %.
PLAN VIEW
EXISTING TOPOGRAPHY AND
a ite.l 3' MSL. The S9il_SUrvey_Of.Brunswit k ('Aunty indicates that the, most prominent Soil
PProxmaY
s•-1' SEDIMENT STORAGE REQUIRED
n hboundaries is P lu fin . sand. Pactolus soil is moderate) well drained soil.
with) the project acto s e y
CAL STAPLES(�
rn
rx
S q ili 's rapid.
Surface run runoff p. ,low and permeability 1, o
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ax
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NEW CONSTRUCTION
EXISTING ROADWAY
i5 WASHED
> STONE
C. EROSION CONTROL MEASURES
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The primary land disturbing for this project are related to construction of an River
anurng activities
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m 2
•' `V ' :_-
s^ Min. 12• MIN.
House with associated parking and the excavation of the boat basin. To prevent sediment losses to
_
1,5"
MM"
VIEW
off -site areas during and following construction, the following measures shall be used: silt fencing,
�Q
SECTION VIEW
FRONT
seasonal grassing, construction entrance, and rip -rap. The boat basin will be constructed in
F. PRESS ENDS OF JUTE 4 INCHES INTO THE SOIL
accordance with the CAMA permit number 112-913 amended issued may 5, 1999 such that all
V]
AROUND STRUCTURES AND STAPLE SECURELY.
TY ICAL C RCK-11A17.1_DETAIL
s ediment is contained within the, excavation or within the, silt fenced dewatermg area until It is
JUTE HI TIIATCNG=�A ILLIZ.ATION DETAIL
CONSTRUCTION ENTRANCE, DETMI,
NTS
utilized in construction of golf course berms nearby. The "plug" in the boat basin at the river will be
�
NTS
NTS
removed at the end of the excavation process.
F
W
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INSTALLATION OF JUTE_THATCHINGIN S13ALES
S (SEE NOTE!&) STEEL lNi WOOD POST
C�I)�
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WHERE APPLICABLE
SpAa yo WOVEN WIRE FENCING AS REO'RD.
� " (SEE NOTE If 6.)
10
EROSION CONTROOOOT`C=_FNFREOTOOO�.S
QQ > Q) ¢
=
SILT FENCE FABRIC
Jute thatching shall be used in swales where the slope exceeds 0.015 (1.5%)
MtH.121/2 GA. FILL SLOPE
INTERMEDIATE
L All construction activities shall be. performed in compliance with the Sedimentation Pollution
¢
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SPECIFICATION GUIDE
WIRE
Control Act. of 1973.
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A. Preparing a channel and seeding: Tu nrevant.mea ulcring,_slope channel to cente to confine low Flows tothe
.:: �''
2. All land disturbing activity is to be planned acid conducted to limit exposure to the shortest feasible
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channel where thatching will be laid
GRADE '' ^MIN. COMPACTED FILL OVER 3K37T"
time.
%. ht-1 3
1. Fertilization - Lime and fertilize as specified in "Seeding Schedule". Disk as needed but do not cultipack.
ANCHOR SKIRT WITH MIN 4" LONG
p WIRE STAPLES @ 12" O.C.
3. All construction sites and severely eroded areas shall be stabilized by the establishment of a
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FOR REPAIR of SILT FENCE FAILURES,
RIP -RAP DISSIPATION PAD
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2. Vegetative. Sprigging -Plant grass sprigs or similar material before the thatching is put down, Spacings for
SHED
.�� �- CSE PA57 SHED WASTONE IN LIEU OF
FILL
permanent ground cover.D
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planting may vary. Suggested maximum is 10 x 20 inches.
3. Seedings -.SSph the application. Sow half the seed before placing the thatching. Plant the remaining half after the
FRONTMEW EEW SME VIEW
4. As soon as all areas are permanently stabilized, all permanent measures have been installed, and
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1:14
thatching is laid.
final approval is received by the Erosion Control Engineer, erosion control temporary measures may
W
w
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be removed.
C
B. Laying the Thatching: The thatching shall be laid on loose soil after all rocks. clods and sticks have been picked up
1. Install sift fences as shown on drawing and at locations necessary to control siltation of adlacere areas. W
2, here wood posts are used, they shall be a minimum of 3" in diameter and 6' in length. Posts shall be creosote Or pe
W
that would prevent contact with the soil surface.
ntachtaropend treated southern pine.wh
3.eresteel we used, they shall be Fin Is anabammaself feM nwangle rype.wo
yen wire encing where required (see Note f 6), shall conform to AST At 16 for class 3 galvanizing. Fabric shall be
D_
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5. Over the life of the project, the Owner shall make periodic inspections W evaluate the success in
1. Start laying the thatching from the top of the channel and unroll down grade so that one edge of the strip coincides
4 aminimum of 32" wide and have aminimum of 6line wireswtth 12" slay spacing. The top and bottom wires shall be 1
be fastened to wood with not less than
O
controlling erosion of Soils to off -Site. areas. If areas are, found where, erosion is taking place., the.
with the channel center. Lay a second strip parallel to the first on the other side of the channel and allow a 2 inch
0 gauge, and intermediate wires shall be 12-12 gauge- Wire fabric she posts
A9staplea 1 12" 10 Fit
r fabric shall bed nylon, polyester, propyleneethylene yam with minimum strength d 30 m pill. in., and e minim
PLAN VIEW
Owner Shall take the, necessary measures to remedy the, situation,
21
overla if one roll ofthatching does not extend the length of the channel. continue downhill with additional rolls.
p K K
S. um allri filtering efficiency. Fabric shell contain ultraviolet inhibitors
in and sffibing
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ter fabric is used with a strength of SO lb Airt in. a greater, and the post spacing (S) does not exceed 6', woven wire f
e
6. erring is not required. Otherwise, woven wire fencing is required and past spacing shall not exceed A'.
Securing the Thatching - Bury the top end of the jute strip in a trench 4 inches or more deep. 'Tamp the trench full
2. of soil. Reinforce with a row of staples driven through the jute about 10 inches apart. Then staple the overlap in
the channel center. These staples should be :3 to 4 feet apart. The out -side edges may be stapled similarly at any
RIP--RAP-DETAIL
time after the center has been stapled. Closer stapling along the sides is required where concentrated water may
NTS
flow into the channel.
STANDEjRD TEMPORARY. SIi.T FENCE
CONBTRUCTI.ON SE_QUEbLCE
Where one roll of thatching ends and another roll begins. the end of the top strip overlaps the trench where the
'
NTS
). Obtain approval of Erosion Control Plan from NCDEHNR- Land Quality Section.
upper end of the lower strip is buried. Make the overlap at least 4 inches and staple securely.
Erosion Stops - At any point the thatching may be. folded for burying in slit trenches and secured as were the upper
2. ),Ilsta Construction entrance.
3. ends. This checks water flow and erosion that may begin under the matting. It also gives improved tie -down. The
•
procedure is recommended on steeper slopes and gentler slopes of sandy soil or areas subject to seepage. Spacings
3. Install temporary writ fencing along limits of disturbance.
� It
of stops very from t. 25 to 100 fee
• 42
Diversions - Where diversion terraces outlet into the waterway. the outlet should be protected with thatching used
4. Begin Clearing and grubbing site.
'
4. in the same manner as in the main channel. The thatching for the outlet is laid first so that thatching in the main
channel will overlap the outlet strip.
NOTES.
EXPANSION JOINT TO BE A MAXIMUM OF 50 FEET.
5. Excavate boat basin in conformance with cams construction sequence.
Thatching - Soil Contact - Get contact between thatching and soil by rolling at right angle after laying, stapling
ALL CONCRETE TO BE FINSHED WITH CURING COMPOUND.
4" CONC. SIDEWALK TANDARD BROOM FINISH
i--314" CHAMFER
G. Enclose spoil pile with silt fence.
t T t
P"'1
5. and seeding is complete. Perfect-OuntaeLls vi al_to keep Rater flow ove1C_not under the_thatchine.
�(
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Staples - Hairpin -shaped wire staples. number 8 gauge: 8 and 10 inches long have been used. The longer staples
Wire better than because the staples can be driven flush
JOINT
CONTROL JOINT SPACED 1/4 TANDARD BROOM FINISH
6�,
7. upon dewatering of spoil pipe., transport Spoil to golf course for use in berm construction.
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cm
6. are used in loose or wet soft. staples are wooden pegs
AT WIDTH WALK
.
with the matting. Wooden pegs extend above the thatching and may catch trash that diverts water flow out of the
_ . _ _ _
::��C�:^:R• ������� �� v ASPHALT
8. Construct bulkhead for boat basin.
W
thatch protected channel. Wooden pegs may also set up a damaging turbulence.
-.'t" .. .-. ... .'.'.'.'. . .-.'.'. .'.'
.'. .'.
v
6x6-W2.1 XW2.1 WWF',,.
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Inspection: After job completion, make sure the thatching is in contact with the soil at all places and the critical
P ) P
. . . . . .
. .:':':': :'.1 %6" R.. .. 3,000 P.S.I. CONCRETE
� �114^ ..'.'
`'.:
3,000 P-S1. CONCRET :4. :`''6„
,
parking 9. Construct river house and parkin area.
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C. areas are securely stapled down.
loom _x.
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JOINT FILLER:.:.' -'-EXPANSION JOINT.. 6x6-W2.1XW2.1WWF.'.
:':':':':':':':'.a
10. Within thirty days following final grading activities, seed and mulch di, areas which will
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not be built upon.
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SEEDING= SCHEDUI.E
,.;,:,.;,.;-,;,>..;,.:,.;,.;,:,:-,;,:,:�..,..,..,.;,;.;,:,..,,.,..,.,. -,.,.;..,.....;...,,...,.,.,.;-,,...,..;,;,:,.;,>.;,.;,.;„-,;,.:,.;,
/�
COMPACTED SOIL L�1/2"
11. Maintain temporary erosion control measures until permanent; ground cover is established.
p
1. All disturbed areas due to construction and any severely eroded areas shall be stabilized
I
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A
by the establishment of a permanent grass Cover. The seed species shall be selected based
12. Obtain certificate of compliance through and on -site inspection by NCDEHNR Erosion Control
u)
�-,
on the type soil present, seasonal conditions and other considerations. As an alternative,
TYPICAL_�ON�RRETE_�IDEWWT�K DETAIL
TUiiRN DOWN- SIDEWALK
- - -
Engineer. Contact person is Mr. Dan Sams, 910-395-3900.
J
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the contractor may use the methods and schedules shown below; however, it is
NTS
NTS
13. Remove temporary erosion control measures and stabilize these areas immediately. Permanent
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recommended that a specialist be consulted with attention given to site specific conditions.
erosion control measures shall remain.
erosion
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a. Cultivate area to a depth of 5 inches
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b. Apply agricultural lime at the rate of 4000 lbs. per acre
c. Apply 10-20-20 commercial fertilizer at the rate of 5001bs. per acre
d. Sow grass seeds at the following rates:
m
Find Rate -Per -Acre
-
Intentionally fen blank
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Common Bermuda Grass unhulled 25 lbs.
a
hulled 12 lbs.
R 1
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Pensacola Bahiagrass 501bs.
Korean Lespedeza 25 lbs.
:::•:...'.. 41/2"
Tall Fescue 30 lbs.
1111 .:.......:.:..:.:... 1 112" 12
e. Mulch with straw at the rate of 3250 to 4350 lbs. per acre.
....:..:.... * .:.:. ; .:. • :.:: �: `<:• :.:: <; ; :.<
6 1 /4
t 1 7' 1-2 BITUMINOUS PAVEMENT
f. Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per acre.
, ..,
::I.::':':':'.':::'.'.':':::":1 ..:.<.;::<.<::::::::; < :.: 6" ABC OR
reasonably short period
in a ease cover
'hpermanent abhs aP i 1 to estY ' i n oss b e 2. Where its of
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1.
Th
li h d. e
tabs e hall be es
of time due to seasonal considerations, atemporary grass covers
3;'-••�: ;:::•:;:::�::�:�:���:::�:
s" ABC COMPACTED f
temporary cover shall include the planting of annual grasses or small grains such as rye
I
(95%STANDARD PROCTOR)
COMPACTED SUB -BASE
grass. Temporary covers shall not eliminate the requirement for permanent grass cover.
Where the season or other conditions are not suitable for growing a temporary erosion
2'-0"
resistant cover, mulch may be applied; however, mulch used alone shall be for the shortest
time practical. A temporary or permanent vegetative cover shall be established as soon as
NOTES.
1. CONCRETE SHALL BE 3,000 P.S.I.
PAVEMENT DETAIL
conditions are favorable.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
NTS
((A W SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
VNSH
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3. ALL CONCRETE WITH CURING COMPOUND.
3. Topsoil shall be used over unfavorable soil conditions for successful establishment of
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vegetative cover.
T�_PICAL SS -PILL C-U-RB DETAIL
(
0 cc
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4. Irrigate as necessary to optimize plant growth.
NTS
`�� [� ��� y+
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This drawing is the property of HOUSTON and ASSOCIATES, P.A.and
NOT RELEASED FOR CONSTRUCTION is not be reproduced in whole or in part without written permission from i
m ¢
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HOUSTON and ASSOCIATES, P.A. Co rlpM 2000
AL RIGHT$ RESERVED
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CONSTRUCTION PLANS FOR
SEDIMENT AND EROSION CONTROL, PAVING AND DRAINAGE
PRESSURE SEWER AND WATER
Wi
TO SERVE
DISTRIBUTION FACILITIES
PVER
Plantation
PHASE 2
ICK CO
NTY, NO RT
DEVELOPED BY:
PREPARED BY:
CAROLINA
HOUSTON AND ASSOCIATES, P.A.
CONSULTING ENGINEERS
117 Pine Street P.O. Box 2927 Shollotte, North Carolina 2M9 [phone]
GENERAL NOTES:
IOPOURAPHICAL INFORMATION FURNISHED BY:
UNDERWOOD SURVEYING, INC. [phone]
CONTRACTOR SHALL FIELD VERIFY EXISTING UTILITIES AND SITE CONDITIONS
PRIOR TO CONSTRUCTION, SHOULD ANY ANOMALIES OCCUR, CONTACT
ENGINEER AT ONCE, BEFORE PROCEEDING AT [phone].
FOR UTILITY LOCATION CONTACT "N.C. ONE CALL AT 1-800-632-4949"
GOLF COURSE CONSTRUCTION "BY OTHERS", AND NOT A PART OF THIS CONTRACT.
CONTRACTOR SHALL INSTALL AND MAINTAIN TURBIDITY AND EROSION CONTROL
MEASURES UNTIL A STABILIZED AND UNIFORM STAND OF GRASS HAS BEEN
ESTABLISHED. PERIODIC REMOVAL OF SILTATION DEPOSITION SHALL OCCUR TO MAINTAIN
TREATMENT VOLUME'S AND FLOW OF PONDS AND CHECK DAMS.
GRADES SHALL VARY UNIFORMLY (HORZ. & VERT.) BETWEEN ELEVATIONS AS SHOWN.
SHOULD A CONFLICT WITH UTILITIES OCCUR, CONTACT THE ENGINEER
AT ONCE PRIOR TO PROCEEDING WITH CONSTRUCTION IN THAT AREA.
CONTRACTOR SHALL REQUEST INSPECTIONS A MINIMUM OF 24 HOURS IN ADVANCE
AT [phone].
SHEET INDEX
SHEET NO.
DESCRIPTION
2.
SITE DRAINAGE LAYOUT
3.
SITE TOPOGRAPHY MAP
4.
SITE UTILITY LAYOUT
5.
RIVERWOOD DRIVE, WEST, STATION
0+00 TO 12+00
6.
RIVERWOOD DRIVE, WEST, STATION-
12+00 TO 24+00
7.
RIVERWOOD DRIVE, WEST, STATION
24+00 TO 36+00
8.
RIVERWOOD DRIVE, WEST, STATION
36+00 TO 48+00
9.
RIVERWOOD DRIVE, WEST, STATION
48+00 TO 60+00
10.
RIVERWOOD DRIVE, WEST, STATION
60+00 TO 72+63.74
11.
ROAD 3, STATION 0+00 TO 12+00
12.
ROAD 3 & ROAD 10
13.
ROADS 4, 5 & 6
14.
ROADS 7, 8, & 9
15.
ROAD 11, STATION 0+00 TO 11+50
16.
ROAD 11, & ROAD 12
17.
ROAD 13, & ROAD 14
18,
ROAD 15, 16, & 17
19.
ROAD 18 & 19
20.
ROAD 20 & 21
21.
ROAD 22 & 2
22.
POND N OUTFALL PLAN
23.
CULVERT CROSSING PLANS
24.
CULVERT CROSSING PLANS
25.
RETENTION POND DETAILS, ROAD 11
26.
EROSION CONTROL NOTES AND DETAILS
27.
PAVING AND DRAINAGE DETAILS
28.
PAVING AND DRAINAGE DETAILS
29.
WATER DETAILS
30.
WASTEWATER DETAILS
SEAL J
9499 I
M. Cal
n n n .�

STORMWATER ,
DETENTION POND
(SEE SHT 25 OF 30 FOR DETALS)
404
\\N
i � '� 1 15� � a'W
ILS ON RAINAGE
N.T.S.
17
!167A
is
19
941
200
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON�ond ASSOCIATES, P.A.
Copyright 1997 ALL RIGHTS RESERVED
GRAPHIC SCALE
200 400
( IN FEET )
1 inch = 200 ft
800
Swale
a
010
Flow
I.Q.
(2w
DIM
Depjh Ift.
Val. (fps)
S� 1,
0
Z'S
0�.006
0.6'
1.6
S, 2
OL,
3-6
0.13,38
0.5-
3.4
S- 3,
'a�
7.4
4,034
0.6,
4A
S-4
0
5.8
0,021
0.6
3.2
S- 4A
0
2.3
0.017
0.5
2.3
S. 5
0
2.3
0.007
0.6
1.7
--*.,4
2.7
�O�9
t5
3.9
s- 10
0
9.7
0.009
0.9
2.6
S-11
0
9.1
0.007
0.9
2.4
S- 12
0
8.6
0.014
0�8
3.0
n �1:s
S_ 16
0
13
0.002
1.3
1.8
S- 17
0
2.4
0.004
0.6
1.4
S- 18
0
5.3
0,004
0.8
1.7
- r -- -- ----
'5
i�':t!RURNU* NK _'34 '4 4
% 04 -
S-22
0
9.4
0.004
1
1.9
S-23
0
6.2
01009
0.8
1.7
S-24
0
2.9
0.044
0.4
3.5
4�2"�' �A
V.9
2.8
0;3
5. 6
S- 28
0
5.8
0.018
0.5
6.0
S- 29
0
3.3
0.021
0.5
2.8
S- 30
0
2.4
0.018
0.5
2.4
0 a
2.4
N�:
t
'N�_0.025
0.6�
2.8
00$
1,
2.3
S- 34
0
2.7
0.008
0.6
1.8
S. 35
0
5.7
0.005
0.8
1.9
S­ 36
0
13
0.008
1
2.7
'S.
�0
-�O Q26
0;4,''
2.7
S� 46
0�,T�
2.9
47
�'�az'
-6�005
0�7
1.6
S- 48
0
6.3
0.007
0.6
4.3
S- 48A
0
3.8
0.003
0.6
2.8
S- 49
0
2.4
0.008
0.6
1.8
0-
2,6:-'>'
"',,'OA26
0.3-
5,6
0"',
'O�040,
0Z
7.1
S. 52
O.U15,
�Q_Q'
3.4
S_ 53
0
20
0.013
1A
3.6
S- 54
0
2.6
0.004
0.5
2.8
S_ 55
0
5.2
0.026
0.4
6.7
0 '32
7,2
_,Z.
0'6�
Z.4-,
s- 59
0
3.6
0.024
0.5
3
S- 60
0
6.8
0.008
0.8
2.3
S_ 61
0
6.7
0.005
0.9
1.9
2.4
1.3:
ts,
1 Where B & 0, "else am triangular.
2 Flow velocities are tgised on a Mannings n = 0,03.
3 Portions of the channels of Swams S-27, S,28. S-50. S-51. S-55, and S-56 shalt be
armored with rip mp due to high "locities. The remaining portions of the
channel shall be stabilized with tiennudagrass, sod with intermittent alone check
LEGEND
TC TOP OF CONCRETE CURB
TP = TOP OF PAVEMENT
CR = CURB RETURN ( END RADIUS OF CURB)
F.E.S. FLARED END SECTION
HOPE HIGH DENSITY POLY -ETHYLENE PIPE
O_ TRANSVERSE CROSS DRAIN
EM CONSTRUCTION ENTRANCE
STONE CHECK DAM
A CURB BREAK WITH SPILLWAY
SZ- VEGETATIVE SWALE NTH IDENTIFICATION
SD4 STORM DRAIN WITH IDENTIFICATION
CURB INLETS NTH JUNCTION BOX
VEGETATIVE SWALE (PLAN & PROFILES)
(7) SUB -BASIN I.D.
DRAINAGE BASIN BOUNDARY (APPROXIMATE)
404 WETLANDS
DRAINAGE EASEMENT BOUNDARY
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
0
0
CIO
an
c
0
in
z z
:J
LLI E-4 0
of
0
C) E-4
_j z
L.Li 0 z
LLJ <
z
_j n
Q-4 0
0
_j < y
Ld 0
V)
z < Z
Ld D
0 LLJ > 'M
C_
Lj < (f)
Z
F_
C) 0
LILI
V)
0
< 0
z C)
0
C4
LLJ
Ldu')
00
L)
0
0
U) Li
U) 0
z
0
V)
z Z
_j C4
X
0
M
Z V) Ci
0 Z 0-
E-4 0
U)
�D
0
0 M W
M

0
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1
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W
li
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O
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an
cn
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E-4 w
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00
N
vv' ^ O
c
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w
Z
v
0
Q �
Z
—1 N
m
N
O
' ^ m
'F/"'1 v J 6
o z
U)
oI�I N
n
n
rn
N �
[ll
T
N
o
U O O L
Vl 0 0 U

200 100 0 200 600
SCALE i' = 200'
This drawing is the property of HOUSTON and ASSOCIATES P.A.and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A. CCopyright 1997
ALL RIGHTS RESERVED
R/W
OPTIONAL UTILITY I
EASMENT
10'-0' I.
HOUSE PUMP IMPELLER SIZES
Section
Lot Numbers
Impeller
Size in.
Pt
1-6, 47-65
4.50
7-13, 27-46
5.00
14-26
5.50
P2
1-15
4.50
P3
1-8, 75-87, 91-148
4.50
9-12, 16-19, 38, 48-57, 63-74, 88-90
5.00
13-15, 20-37, 39-47, 58-62
5.50
P4
1-37
5.00
P5
1-9
4.50
50'
R/W
OPTIONAL UTILITY
EASMENT
I i0'-o'
TELE./ /,,o ^ O\ STELE.
ELEC. A SEWER/N `wATER�LEC.
UTILITY LOCATIONS
NTS
P/L P/L
ALTERNATE WATER SERVICES LOCATION
AT CENTER LINE OF LOT IN EVENT LOT
CORNER IS NOT "AVAILABLE".
PRIMARY WATER SERVICES
LOCATION AT LOT CORNER
jo.
A/W
PRESSURE SEWER SERVICES
TO BE DOUBLE AT LOT CORNER
WATER AND SEWER UTILITY SERVICES LOCATION
NTS
LEGEND:
99 DOUBLE SANITARY SEWER SERVICE
WHERE DOUBLE SERVICE FALLS ON A DRAINAGE
EASEMENT, SEPARATE BOXES TO 10'.
° WATER SERVICE
0 LABEL PERTAINING TO WATER SYSTEM
<:!::� LABEL PERTAINING TO SEWER SYSTEM
RNAL DRAWNUG
NOT RELEASED FOR CONSTRUCTION
O
m
03

CURVE
I
RADIUS
I
LENGTH I
TANGENTI
CHORD I
BEARING
DELTA
C-1
1
969.00'
1
122.19' 1
61.18'
1
122.11' 1
N68'14'56"W
07°13'30
C-2
1
548.00'
1
449.20' 1
238.08'
1
436.73' 1
N88`07'09"W 1
46'57'56
P.I. ZION HILL ROAD
RIVERWOOD DR. WEST,
POND N
LONGITUDINAL
SLOT DRAINS
o
v
STA: 2+86.28
`D
CR TC = 35.64
N CURB
a
STA: 1+73.45
03.15
OFFSET: 15.93 L
iET+47 3 L
a
TC = 38.48 CR
A: 2+15.20
OFFSET: 14.16
L
TC = 37.43
: 2+87.53
S- 1
OFFSET: 11.00 L
W --�
TC = 35.60 '
ry i I Ud16"W '
OTHER PLANS FOR
LANADE DETAILS.
CR STA: 2+83.62 �0
STA: 1+10.35 OFFSET: 11.00 R x6k
OFFSET: 39.84 R TC = 35.70
Qq 4,
PESS. SEWER VAL E �o
STA: 0+69.72 CR
OFFSET: 52.00 R STA: 3+02.56
1 OFFSET: 11.00 R
BEGIN CURB TC = 35.23
STA: 0+57.37
OFFSET: 48.65 R
2 - 6"x 2" TEE, M.J.
2 - 2" G.V. w/ BOX f
1 - 6" G.V. w/ BOX7
ROAD 2/ o
SEE SHT 21 OF 30
2
1 - END OF LINE C.O.
!/AI UM GLC V
15.00
O
NANRAL rn
GROUND M
M
S-4 \ \
\ N\
O.\
\ S-3 v G
\ \ LONGITUDINAL SLOT DRAIN \ A \\may
\ STA: 11+54.01
\ TC = 23.08 Z
\ �\ P.I. MAIN ROAD, STA. = 11+08.39 q \ \ 9
\ y ROAD 11, STA. = 0+00.00
�\ TC = 24.93
404 \ 1 - 6" TEE, M.J.
6 \ \ 2 - s" G.V. w/ Box �
2 - 6" TEE, M.J.
2 - 6" G.V. w/ BOX \ \ TRANS CROSS DRAIN
1 - F.H. ASSY. \ \ STA. 9+40.31 A
5 \ \ TC = 27.70
IN P.I. RIVERWOOD, STA. 7+58.32
RIVERWOOD, STA. 72+63.74 \ `N
TC = 28.03
1;7
WAN
Iffirld
21 7
CR
T1'P,
w
STA:
3+76.16
OFFSET: 11.00 R
TC
= 33.36
4
P.I.
RIVERWOOD ROAD, STA. =
5+11 8
3
ROAD 3, STA. = 0+00.00
TC = 29.96
2 - IN LINE C.O.
\
1 - 4" G.V. w/ BOX
\
1 - 6" THRUST COLLAR
1 - 4" x 6" REDUCER
1 - 3" G.V. w/ BOX
404
1 - 4"x 3" TEEE
3
\
M
04
1 - 6" TEE, M.J. C� /
2 - 6" G.V. w/ BOX /
O
CR /
A: 5+48.37 -� TRANS CROSS Df
FFSET: 11.0 L STA: 6+25.00
C = 29.21 / TC = 28.32
/ o`
eti
/ 6x
0
QG p
21
CR
STA: 7+21.63 -1/1OFFSET: 11.00 R
40L3CULVERT4 TC=28.09
SEE SHT 24 OF 30
148
W
CR
PESS.
SEWER VAL
STA: 7+86.25
STA:
9+44.84
OFFSET: 11.00
R
OFFSET:
18.00 R
TC = 27.98
141
142
2-IN
LINE
C.O.
1 -
3" G.V.
w/
BOX
1 -
4" G.V.
w/
BOX
1 -
3"x 4'
TEE
- - - - . NATURAL GROUND LEFT R.O.W.
- -- - - - - NATURAL GROUND CENTERLINE
-ti- NATURAL GROUND RIGHT R.O.W.
1
SCR 2 STA: 10+73.33
A OFFSET: 11.00 R
TC = 26.09
37
2 - IN LINE C.O.
1 - 3" G.V. w/ BOX
1 - 4" THRUST COLLAR
1 - 4" x 3' REDUCER
1 - 2" G.V. w BOX
1 - 2"x 3' TEE
�o
CR
STA: 11+39.20
OFFSET: 11.001R
TC = 23.68
ROAD 11
SEE SHT 15 OF 30
O
M
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00
O
O
M
O
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00
00
N
(n
00
N
N
I�
N
LO
O
N
Ui
N
O
N
N
N
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
I inch = 40 ft.
,eu
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
\P uluuuii��'//
0 a
1-- z
J
0
Z a
U
0
0
z
F-
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F- Z O
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0-0 3
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V) 0 O U

CURVE RADIUS LENGTH TANGENT CHORD BEARING DELTA y 04
C-3 455.00' 496.26' 276.06' 472.03' N80°21'22"W 62'29'30"
C-4 307.00' 257.32' 136.76' 249.85' N26`42'04"W 48`01'24" 9 10 C.R. g ,'
C-5 307.00' 116.86' 59.15' 116.16' N08'11'05"E 21 °48'38" STA: 16+51.51 „
u,nuu„
C-6 641.00' 167.48' 84.22' 167.00' N11'36'18"E 14'58'12" OFFSET: 11.00 L %3�S4A TC = 15.39 `1 _ 6"x 2" TEE, M.J. tc�s ,a �
T YP• ;s 1 2" G.V. w/ BOX
W W 1 — 6" G.V. w/ BOX
TRANS CROSS DRAIN W /'. 1 — 6" TEE, M.J. yo•.,,`?
STA. 13+07.97, ON C.L. R 2� 1r W 1
LL .
TC = 19.56
.,6 SD S4#
,c�,� w t_ wr C.R. 18 404
STA: 17+15.39
7 T fP. S 3t / t OFFSET: 11.00 L
n� W S pR ?1 ,k. TC = 14.87
S A•
S-8
LONG. SLOT DRAIN I 1 s 1 6--
N� > "SDR 2� + STA. 15+31.22, ON C.L. w SOQ
2 - 6" G.V. w/ BOX 1 v` y 3 TC = 17.01 I No I 2�
1— 6" TEE, M.J. o I o 1 `
1 o Z P I. RIVERWOOD, STA. 16+87.78 7 19
ao I I N\ 54 I Z ROAD 13, STA. 0+00.00x
y rrnn I TC = 15.09
P.I. RIVERWOOD, STA. 21+12. 3 1 A- 53 m m 40
ROAD 14, STA. 0+00.00 Nol O 1 D D 1 55
TC — 13.92 1
i 2 IN LINE C.O.
m pl 1 m m1 1 — 3" G.V. w/ BOX
ZO N 1 A \ 1 m I 1— 2" G.V. w/ BOX s
mi zl z 1 - 3" TEE
C.R. a 34 1 �_ D 35 I �I
STA: 20+79.39 1 �1 m g1
OFFSET: 10.98 L C.R. m
TC = 13.62 N STA: 21+41.21 1 vl 56
OFFSET: 11.00 L LnQ�c
' TC=14.19 1r- r1ir1 S-8
't� 3 ry m z^
l 36
1
v
6,. SDR W I 1 +.-
1 C
404
y a k O TRANS CROSS DRAIN
? SDR 21 s y A=1 3. 4.64, ON C
If TC.L. f
N "CIV
Z , 21 W 2 0 57
4O4 40 S `•` O VEGETATIVE SWALE
N * IQ
N 3 SDR w
u „ 21 4r rn
2 — IN LINE C.O. I-- ?
1 — 3" G.V. w/ BOX —I
1 — 2" G.V. w/ BOX 1 nnlr_ cl nT nPAIKI 2
5.00
NATURAL
GROUND
I
12+00 13+00 14+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
tOl N OI r 1,I 't
In n d
15+00 16+00 17+00 18+00 19+00
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
iso
20+00
21 +00
o M
N
0
24+00
FINAL DRAWING a
NOT RELEASED FOR CONSTRUCTION c-
n
d-
22+00
23+00
ro
ai
N
N �•
n I I n1"``
O
Iyr—�"I _z
L 0
0
Z a
Q U
J 0
0
z
>w
i Q Z)
1- Z 114 o0
Ld Y
J K LDL�j !� N
N0 v) z
LLI0 m
QQ ~ x
c� z
Z � r
J
Q Z O
�Lf/---1y� o
3
z Y
U
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J M
10
I
a
Cf)�
ww
Fw�
�z00
00 �1 N
V` V ' ^ O
C
O z U
COw
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a
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1 - 6" M.J. TEE
1 - F.H. ASSY.
10.00
O
NATURAL
GROUND N
KI
61
37
W
ROAD 17 YACN�IC 1
50' R.O.W.
1
C.R.
STA: 26+88.65
OFFSET: 11.00 L
TC = 28.95
62
LONG SLOT DRAIN
STA: 25+69.32, ON C.L.
TC = 25.57
63
W
C.R.
STA: 27+56.86
OFFSET: 11.00 L
TC = 29.77
P.I. RIVERWOOD DR.,STA: 27+25.46
ROAD 17, STA 0+00.00
TC = 29.42 \ 1
50
SUMMIT
STA: 28+22.52, ON C.L.
TC = 30.25
Lo
64 1 - 2" TEE
2 - 2" G. V. W/ Box
1 - Yx 2" REDUCER
2 - IN LINE C.O. i
— — — — NATURAL GROUND LEFT R.O.W.
— — — — — — NATURAL GROUND CENTERLINE
�- - NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
RIVERWOOD DRIVE WEST
m
52
TRANS CROSS DRAIN
STA: 30 59.91, ON C.L.
TC = 26155
OPEN SPACE
SUMMIT
STA: 32+73.74, ON C.L.
TC = 30.28
-TRANS CROSS /,//68 STA: 33+87.85TC = 28.0969 70
/ 71
C-3
24" HDPE CULVERT
C.L. STA. 35+86.97
24" INV (IN) = 28.00
24" INV (OUT) = 27.50
O
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to
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N
06
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N
00
ai
N
M
M
M
24+00
25+00
26+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOC,ATES, P.A.
® Copyright 1997
ALL RIGHTS RESERVED
27+00
28+00
29+00 30+00
GRAPHIC SCALE
( IN FEET )
1 inch = 40 ft,
160
31+00
32+00
33+00
34+00
35+00
36+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
O
0
0
W
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0
(n 0 0 U

HIGH POINT ELEV = 37.33
HIGH POINT STA = 36+98.22
PVI STA = 36+13.91
PVI ELEV = 37.74
A.D. _ -5.74
K = 34.87
?no nn' vc
LOW POINT ELEV = 37.09
LOW POINT STA = 38+22.03
PVI STA = 38+50
PVI ELEV = 37.00
A.D. = 0.96
K = 103.96
100.00' VC
HIGH POINT ELEV = 38.48
HIGH POINT STA = 40+78.50
PVI STA = 40+66
PVI ELEV = 38.62
A.D. _ -1,20
K = 83.33
I 100.00' VC
...............................................................................
_....co..
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00
+
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rn
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OF CDURB �
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HIGH POINT ELEV = 38.19
LOW POINT ELEV = 36.93 HIGH POINT STA = 45+88.45
LOW POINT STA = 44+51.55 PVI STA = 45+65
PVI STA = 44+75 PVI ELEV = 38.34
PVI ELEV = 36.78 A.D. _ -2.17
A.D. = 2.18 K = 36.78
I K = 36.78 80.00' VC I I
RIVERWOOD DRIVE WEST 8°.°°' VG '
a .............. .....50: R.O.W.
d
LO .N
- - . - - NATURAL GROUND LEFT R.O.W.
- - - - - - NATURAL GROUND CENTERLINE
NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
TRANS CURB DRAIN
STA = 47+69.031
TC = 37.49 10
LOW POINT ELEV = 37.49
LOW POINT STA = 47+69.03
PVI STA = 47+88
PVI ELEV = 37.33
A.D. = 1.45
K = 68.97
100.00' VC
..I...
n �
� •n
yr
2" SDR. 21,_ BEYOND..
�..�
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DATUM ELEV:
20
00.00
n O O O O O O O O O O O O O O O O O O O O O O O N
NATURAL n of m ai of of ai of ai ai ai of of of of of ai of ai of of ai of ai of
GROUND n n n rM to n n n to n n n n n n n K) n n to n n r7 n n
36+00
37+00
38+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00
GRAPHIC SCALE
.0 0 20 e60
1 1 FINAL DRAWING
( IN FEET) NOT RELEASED FOR CONSTRUCTION
1 inch = 40 ft.
0
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CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C-10
289.00'
260.56'
139.89'
251.82'
S84'26'59"E
51`39'27"
C-11
257.00'
410.48'
263.88'
368.22'
S12'51'51"E
91'30'49"
W
VEGETATIVE SWALE
S-18
SUMMIT
OPEN SPACE STA = 51+37
/TC
= 38.41
TRANS CROSS DRAIN
TC = 38.06
STA = 50+17
LOW POINT ELEV = 37.49 HIGH POINT ELEV = 38.32 LOW POINT ELEV = 38.06
LOW POINT STA = 47+69.03 HIGH POINT STA = 49+20.97 LOW POINT STA = 50+17
PVI STA = 49+02 PVI STA = 50+22
PVI STA = 47+88 PVI ELEV = 38.47 PVI ELEV = 37.93
PVI ELEV = 37.33 A.D. _ -1.45 A.D. = 1.00
A.D. = 1.45 K = 68.97 K = 100.00
K = 68.97
I _ 100.00' VC _ I I _ 100.00' VC
1/AI Uffi OLIZy
20.00
NATURAL N
GROUND di
VA
N ^�
� M
4 �U
2 - 6" TEE, M.J
1 - F.H. ASSY.
TRANS CROSS DRAIN
STA = 52+54.50
TC = 38.07 /
W
Uff0,
r
85 86
87
HIGH POINT ELEV = 38.41
HIGH POINT STA = 51+37
PVI STA = 51+32
PVI ELEV = 38.54
A.D. = -1.00
K = 100.00
I _ 100.00' VC
LOW POINT ELEV = 38.07
LOW POINT STA = 52+54.50
PVI STA = 52+67
PVI ELEV = 37.93
A.D. = 1.20
K = 83.33
I I 100.00' VC _
SUMMIT -
STA = 55+73
TC = 39.76
NATURAL GROUND LEFT R.O.W.
- -- - - - - NATURAL GROUND CENTERLINE
ti- - NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
I /\ JFw\ P'1 n /\ A P1
W
112
W
TRANS CROSS DRAIN
STA = 57+48
TC = 39.25
W
W
115
P.I. RIVERWOOD, STA: 59+20.92
ROAD 20, STA. 0+00.00
TC = 39.81
TYP.
7' TYP.
f � C.R.
10)� STA: 58+86.92
u OFFSET: 11.00 R
TC = 39.77
121
I I =GBOX
119 120 I I
HIGH POINT ELEV = 39.76
HIGH POINT STA = 55+73
PVI STA = 55+48
PVI ELEV = 40.04
A.D. = -1.20
K = 166.67
200.00' VC
S-19
LOW POINT ELEV = 39.25
LOW POINT STA = 57+48
PVI STA = 57+48
PVI ELEV = 39.14
A.D. = 0.90
K = 111.11
100.00' VC
W
1 - 2" G.V. w/ BOX
1. - 6% 2" TEE, M.J.
1 - 6" TEE, M.J.
1 - F.H. ASSY.
1 - 6" G.V. w/ BOX
116
C.R.
STA: 59+54.92
OFFSET: 11.00 R
TC = 40.10
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This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
® Copyright 1997
ALL RIGHTS RESERVED
51+00 52+00 53+00 54+00
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
55+00
56+00
57+00
58+00
59+00
LU
60+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
[oil
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CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C-13
397.00'
232.29'
119.58'
228.99'
S20'01'52"W
33°31'2
C-14
397.00'
152.54'
77.22'
151.60'
S47°48'03"W
22'00'5
C-15
477.00'
295.56'
152.69'
290.85'
S41 `03'27"W
35"30'
116
117
118
I �A 1�I TI In
127
60+00
61 +00
I<
a
4"
05" 9 I
�I
P.I. RIVERWOOD ROAD, STA. = 64+31.74�
ROAD 21, STA. = 0+00.00
TC = 36.03
C.R.
NAL SLOT DRAT STA: 64+00.50
34.11 OFFSET: 11.00 1�
TC = 30.36 TC = 36fii2
/
s
/
•� w
/
SUMMIT
STA = 61+02.85 �W
TC = 40.65
1 PRESS. SWR. VALVE
129
HIGH POINT ELEV = 40.65
62+00
l
A �
R 21 \\
„ 5 0 6
s°a�F
131
0
Z-
v7 y\
\ G �\
130 \V
\ \
S-20
63+00
64+00
Gv
(ROAD
21
S-21
$EE SHEET 20
OF 30 1—
F,p
ASSY.
�� I
I
1—
1 —
6
2"
M.J. TEE
G.V. w/ BOX
w
Ig l
n
1 -
6"
G.V. w/ BOX
w
w
A
1-
6"
x 2" M.J. TEE
IQ I
Uj (0I
Iw
Q I 143
C.R.
��
I� I
STA-
64+63.20
a
OF
ET: 11.00 L
IN I LONG SLOT DRAIN
wu
�� —
I� 1 STA: 65+90.00
W
� TC = 33.98
W
\
1 - 3"x
1 - 2"
2"
G.V.
TEE
W BOX
/
C.R.
.�
65+99�76
2 - IN
LINE
C.O.
STA:
OFFSET: 11.00 R
- 3"
G.V.
W/ BO
TC
= 32.83 %
P 1 RIVERWOOD
ROAD
STA
66+36 94/ 3
1 — 2" G.V. w/ BOX
1 — 6" G.V. w/ BOX
1— 6" x 2" M.J. TEE
S-22
/
144
404
\\ e /o ��`'/ 145
G
ROAD 22 STA. = 0+00.00 *�
TC = 32.12 \� `
�ry STA: 66+74.24 '
132 o OFFSET: 11.00 R \
-� TC= 31.41 \
1 - 3"x 2" TEE / � 1 `V \ \
1 - G.V. W/ Box N 3 \
2 - IN LINE C.O. /
l - 3" G.V. W/ BO /
65+00
NATURAL GROUND LEFT R.O.W.
11 L Ti In • I nnnl Min rrkj=ml Mir
66+00
AMRaofI1600VAI10
40
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and o zG +o so
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997 ( IN FEET )
ALL RIGHTS RESERVED 1 inch = 40 ft.
67+00
160
--TRANS CROSS DRAIN
\STA = 67+75.29
T5` = 30.38
SUMMIT
STA = 69+80.97�,
TC = 31.81 \
139
69+00
146
S-23
I I
Iti I
I � wl
147 IQLLJ (0
ILU >I
IZ QI 148
Q Ld
~I
LONGITUDINAL SLOT DRAINIa w I
STA: 71 +20.50 I
TC = 30.36 I c�v 'I STA: 72+25.94
\ I OFFSET: 11.00 IJ
TC = I 28,71 � �
W
W
70+00
STA: 72+34?J6
OFFSET: 11.00 R
TC = 28.57 /
71 +00
72+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
n�
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,VE I
RADIUS
LENGTH
TANGENT
16 1
494.00'
521.25'
287.84'
17 1
259.00' 1
32- 6>�
189.03'
'HORD I
BEARING I
DELT
497.41' 1
S00.20'48"E 1
60.27'
305.37' 1
S05.32'54"W 1
72'14'
POND N OUTFALL
��� // SEE %HT 22 OF 30
/ � /i
65 /
P /
/ STA: 0+31.42
CO OFFSET: 11.00 L
TC = 30.85
64
/ S.D. MANHOLE
STA: 1+00.20
OFFSET: 35.00
� 63
62
59
ROAD 6
SEE SHEET XX OF XX
N. N
a 3 61, N
C.R.
STA: 7+19.82
60 A OFFSET: 11.00 L
A TC = 25.68 /
/
2 — 6" G.V. w/ BOX
1 — 6" TEE, M.J. /
. 4 1
2 — IN LINE C.O. 1 �'
1 - 2" G.V. w/ BOX
N \ SERSOAD o4xx
1 — 3" G.V. w/ BOX 1 -
1 — 3" x 2" TEE I 100.00' VC I 100.00' VC
HIGH POINT ELEV = 29.80 PVI STA = 5+66.05
l j
49
48
50
P.I. ROAD 3,
STA.
11+65.73
ROAD 7,
STA.
0+00.00
TC = 24.45
SUMMIT
STA = 9+65.40
47
TC = 27.18
C.R. _ _ _
STA: 7+88.03 — _ T TYP.
OFFSET: 11.0
TC = 25.4� W
\
46
_
17
7' TYP• l'•-
i
O r v w •v — - �v
cli O 00 (0 N N N N N N N N O a
UN N N
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
® Copyright 1997
ALL RIGHTS RESERVED
GRAPHIC SCALE
40 0 20 40 W
( IN FEET )
1 inch = 40 ft.
160
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
N
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CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
S-29
1
C-18
754.00'
209.87'
105.62'
209.19'
S33'41'52"W
15°56'51"
C-19
270.00'
236.14'
126.22'
228.69'
1 S50'46'46"W
50'06'39"
C-20
201.00'
150,79'
79.14'
147.27'
S54'20'38"W
42'58'55"
1 - END OF LINE C.O.
' RADIUS POINT
STA. 20 C.L.
T 2.00
404
I
j \ CURB BRE
I '. STA: 19 75.22
OFFSET: 33 80 R
P.I. ROAD 3, STA. 16+30.20
ROAD 10, STA. = 0+00
TC = 18.21
21
20
V \vim
�-A
ROAD 10
..._.. -
.:pp.
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DATUM ELEV
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d
0+00
1 +00
0.00
-
a
_
O
O
In
00
,-
O
O
O
N
O
O
to
O
0p
NATURAL
U-)
Ki
N
N
N
N
O
0)00
r-
1n
In
In
rq
r0
GROUND
N
N
N
N
N
N
N
12+00
13+00
14+00
This drawiF�q is the property of HOUSTON and ASSOCIATES, P.A. and
is not be Y�produced' in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
Copyright 1997 ALL RIGHTS RESERVED
15+00
16+00
17+00
40
18+00
GRAPHIC SCALE
20 40 80
( IN FEET )
1 inch = 40 ft.
19+00
160
20+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
No.."
J
O
Z
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Q
U
z
0
W
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59
60
P.I. ROAD 3, STA. = 3+9'e
ROAD 4, STA. = 0+00.00
TC = 28.10
61 \ /
W � TYp
/ C.R. S
/ STA: 0+33.1'2,
OFFSET: 11.00 R,
TC = 28.30
LONG. SLOT DRAIN
STA: 1+11.44 /
OFFSET: 11.00 R C R
/ TC = 26.26 STA: 1+87.52
/�<�� / OFFSET: 11.00 R
15 P TC = 25.00
2 - IN LINE C.O.
Q Q / 2 - 2" G.V. w/ BOX
1 - 2" TEE
3 2" G.V. w/ BOX t
2 2" TEE
1 6" PLUG, TAP 2'
1 - 6 THRUST COLLAR
P.I. ROAD 4, STA. 2+30.61
ROAD 5, STA. 0+00.0(
\ TC = 24.29
2
10,
1 - END OF LINE C.O.
4
C.R.
STA: 4+39.01 I
OFFSET: 31.26 L
TC = 23.25
3 C.R. '\
STA: 4+13.28 1
OFFSET: 11.00
TC = 22.64
14 STA: 0+44.52 \ '. ROAD 5
/ OFFSET: 30.86 R \ !y
TC = 23.00 \ /
S-32 CURB BREAK L / RADIUS POINT
STA: 1+03.70 � STA. 0+69.97
OFFSET: 21.50 R Iw vil TP = 21.50
TC = 21.00 I W w
I
13 I <U-J
lof 0I 1 - END OF LINE C.O.
in UJ
S- 34 �N >► 12
ROAD 4
50' R.O.W
0
SUMMIT
STA: 5+23.66
OFFSET: 34.56 R
TC = 25.00
RADIUS POINT
STA. 5+03.52
TC = 24.30
P.I. STA. = 4+
C.R.
STA: 4+64.49
OFFSET: 12.46 R
TC = 23.15
2' \ C.R.
STA. 4+56.43
OFFSET. 11.00 R
\ - TC = 22.86
Flo, 1,O\ a m
9 \�
S-33
=
a
DATUM ELEV
v V
W-.........
�
v o.�
off. ail
�.a
10.00
N
M
M
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O)
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N)
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it)
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GROUND V)
N
N
N
N
N
N
N
N
N
N
N
0+00 1+00 2+00 3+00 4+00 5+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
® Copyright 1997
ALL RIGHTS RESERVED
40 0
GRAPHIC SCALE
( IN FEET )
I inch = 40 ft.
IL 0.aZ SUMMIT
OFFSET:
110 0 L rj$ / STA: 2+88.78
TIC 26.OFFSET: 35.23 R
w oo C.R.
TC = 30.00
3 I N STA: 1+78.79
P.I. ROAD 3, STA. = 7+51.23 o 11 OFFSET: 11.00 L
II u
� � TC = 28.67 ��-
ROAD 6, STA. = 0=00.00 a - - - - - -
TC = 25.33 1 10' U.E.
_GE1- ENDOFI
2 SDR 21 54
20' DRAINAS
EASEMENT
VEGETATIVE SWALE P.I.STA = 2+44 84
NATURAL GROUND LEFT R.O.W.
- -- NATURAL GROUND CENTERLINE
Z - NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
0+00
1e0
n_ n
S-35
ROAD 5 ROAD 6
1 +00
0+00
1+00
2+00
3+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
0
0
ni
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CURVE
RADIUS I
LENGTH I
TANGENT I
CHORD I
BEARING I
DELTA
C-21
198.00'
212.15' 1
117.54'
202.14' 1
S81'03'36"E
61'23'23"
C-22
130.00'
55.55'
28.21'
55.13' 1
N56'00'10"E
24'29'04"
C-23
100.00'
111.41'
62.29'
105.74' 1
N05'24'59"E
63'50'04"
45 r� - 12+32.87
.I.
CAD 3, STA. 12+32.87
CAD 7, STA. 0+00.00
= 24.45
3
47
10
P.I. ROAD 3, STA. = 13+95.61
ROAD 8, STA. = 0+00.00
TC = 20.93
C.R. 8
STA: 0+44.42
OFFSET: 37.88 L
TC = 23.00
S- 27
_ PS
ORP�NPGO Sw i
/ CURB BREAK 7
STA: 0+91.07
OFFSET: 21.39 L
TC = 22.50
RADIUS POINT
STA: 0+57.27
OFFSET: 0.00 L
TP= 22.75
6
C.R.
STA: 0+47.89
OFFSET: 38.88 R
TC = 24.84
50 R.O.W.
PROPOSED
;�
�1
•...:
TOP OF CURB
;
... _ _ ... _
.. ... _ ...
:N
:N
_i
:..
•..
PROPOSED TOP OF CURB
I
- 3q-
I
........ ...:
I
20;..
.b
20
C
•
.z
a
L0r.
N
:(ni
O+
.................Q..a.....
_...i...i
DATUM ELEV
15.00
GROUNDL
N
N
N
0+00 1+00
>4
5.00
d
NATURAL cV
GROUND N
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
S !O
FF S
30
i
} C.R.
STA: 0+28.93
/OFFSET:
110 0 L
TC
OPP
7
C.R.
STA: 0+41.94
OFFSET: 11.00 R
TC = 20.80
pr!j
STA. = 2+61.50
TC = 18.73
43
/4,Tj2930
S-36 It
C.R.
STA: 5+34.83
OFFSET: 25.86 L
TC = 24.70
42
1 - END OF LINE C.O.
39
RADIUS POINT
STA: 5+70.46^
OFFSET: 0.00 L
TP = 26.50
A: 5+03.96
FSET: 11.00
23.80
P.I. ROAD 8, STA. 4+59.05
ROAD 9, STA. 0 A00.00
TC = 22.13
x
- 2" TEE 2Osr9
- 2" G.V. w/ BOX
- IN LINE C.O.
w
31
W
41
38 /
SUMMIT
STA: 6+03.92
OFFSET: 17.29 R
TC = 26.20
REMOVE EXISTING 6" PLUG AND
CONNECT AT ZION HILL ROAD.
37
C.R. 1 - F.H. ASSY.
5+37.97 1 - 6" G.V. w/ BOX
OFFSET: 18.88 R 1 - 6" TEE, M.J.
TC = 24.70 1 - 6" THRUST COLLAR
C.R.
STA: 5+24.23 36
OFFSET: 11.00 R
TC = 24.56
C.R.
STA: 4+96.58
OFFSET: 11.00 R
TC = 23.52
w1, �
N, STA: 0+32.23
OFFSET: 32. L
TC = 23.0
RADIUS POINT
STA: 0+55.20
OFFSET: 0.00 L
TC = 22.45
35
STA: 0+35.71 YTHIS
FFSET: 34.93RMID POINT
TC = 21.25 W STA: 0+95.15
C.R.OFFSET: 2.05 L
STA: 4+14.58TC = 22.15
OFFSET: 11.00 RTG = 20.77 SHEE 34
1 - 6"
G.V.
w/ BOX'
2 - 2"
G.V.
w/ BOX
2 - 6"
x 2"
TEE, M.J.
32 33 1 -END OF LINE C.O.
- - . - - NATURAL GROUND LEFT R.O.W.
- - - - NATURAL GROUND CENTERLINE
NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
O
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r7
to
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u7
N
O
It
O
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6
os
0)
6O
O
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(6a0
0)
N
N
N
N
N
N
N
0+00 1+00 2+00 3+00 4+00 5+00 6+00
w
GRAPHIC SCALE
40 80
( IN FEET )
1 inch = 40 ft.
160
1 wnuuuii.,,.
Y'•odo, Q�
m
50
R.O.W.
30..E
.........
30
o_............................
TOP OF CURB :
N
N:
�
I NA-tTRA��
....;....
i..,
PROPOSE:TOP OF CURB
+1.42%
20:
....... ............
.......
..........
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2"
ISDR
21
...................
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......
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DATUM ELEV
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10.00
NANRAL N
N
N
GROUND
0+50
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
N
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0

CURVE TABLE
V. N0.
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD BEARING
CHORD
C-35
368.95'
207.00'
102'07 23"
256.19'
N33'28140"E
322.02'
C-36
91• 1
1163.00'
4'2 01
45.53'
N82'1751 E
90.98'
37
34'52'25"
250.16
411.00
34'52'25"
129.09
S01'28'21"W
246.32
38
36'29'34"
224.83
353.00
36'29'34"
116.38
N00'39'46"E
221.05
YACNgfIC
1
C.R.
STA: 0+30.82
OFFSET: 11.00 L
TC =25.15
DRP�P j VE SwP �5 ,
K
3
7' TYP'
SEE SHEET 23 OF 30.
FOR OUTFALL AND POND
oI 5
4
;I
DI
z
CB-2
mI
SAG INLET
N
rn
DI JB-3
STA: 3+53.61
N S.D. MANHOLE
OFFSET: 11.00
L
(
K
TC =24.52
12" INV =
20.50
I o
STA: 4+19.20
�I OFFSET: 1.89 L
30" INV =
19.00
=
I RIM =25.00
v
18" INV = 21.00
124"
m
INV = 21.00
INV = 20.50
I
130"
�ja STA: 3.61 ,\
ti OFFSET:: 1111.00 R R 1
TC =24.52
12" INV = 21.00
1M
an
6 7 \
CB-5
INTERCEPTER INLE
5+87.13
2 - IN LINE C.O. OFFSET: 11.00 L
2 - 2" G.V. w/ BOX TC = 30.61
12" INV = 26.40
2" TEE [STA:
18" INV = 24.80
P.I ROAD 11, SRA. = 4+26.60
ROAD 12, STA. = 0+00.00
TC =25.28
22 L.F. E> o
INTERCEPTER INLET
STA: 4+61.78
OFFSET: 11.15 R
TC =26.45
C.R. 18" INV = 22.00
STA: 4+59.78
OFFSET: 11.00 R
TC =26.39 26
3
W
0
7' TYP.
STA: 7+61.00
OFFSET: 7.39 L
18' INV = 29.00
CB-6A 0 0 24
INTERCEPTER INLET 1 - 6" THRUST COLL/
STA: 5+87.13 1 - F.H. ASSY.
OFFSET: 11.15 R 1 - 6" PLUG, TAP 2"
TC = 30.61 1 - 2" G.V. w/ BOX
12" INV = 26.60 1 - F" TFF MJ
25
10
SUMMIT
C.L. STA. = 8+09.44
11'L&R
TC =36.02
TyA
22 L.F. - 12" HD
CB-8A
SAG INLET
STA: 9+07.28
OFFSET: 11.00 R
TC =35.60
12" INV = 31.60
23
11
7
SAG INLET
STA: 9+07.28
OFFSET: 11.00
L
TC =35,60
12" INV =
31.40
15" INV =
30.00
18" INV =
30.00
12
13
SUMMIT
C.L. STA. = 10+10.95
TC =36.11
14
STA: 3+97.55 Pc = 0+87. 'ems 30 CB-8
35 OFFSET: 11.00 R SAG INLET
0 36 TC =24.52 C.L. STA. = 11+33.40, 11 L
�s -� Z22 TC =35.43
8 :.X, �� 12"INV =31.30
A � 1 - 6"x 2" TEE, M.J.
1 - 6" G.V. w/ BOX 15" INV = 31.05
C.R. g. 1 - 2" G.V. w/ BOX CB-9"
P.I. RIV RWOOD ROAD. STA. 11+11 1 STA: 0+36.13 1 - 6" TEE, M.J. SAG INLET 39p7 E
ROAD 11, STA 0+00.00 OFFSET: 11.00 R \ _ +33.40, 11' R - 0 , ��A,
C.L. STA. 12 OP
TC = 24.82 TC =25.20 1 - F.H., ASSY. P 0
37 TC ROAD 12 12" INV.= 31.50 221�kr�0
SEE SHEET 16 OF 30.
21
P
M HIGH POINT ELEV = 36.11 LOW POINT ELEV = 35.43
MAIN ROAD HIGH POINT STA = 10+10.95 LOW POINT STA = 11+33.40
7 PVI STA = 10+10.87 PVI STA = 11+34.46
0+00 1+00 2+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
3+00
4+00
40
140.00' VC I PVI 50EV V36 211 PVI ELEV = 35.23
100.00' VC 1 100.00' VC
HIGH POINT ELEV = 36.02 LOW POINT ELEV = 35.60 A.D. _ -1.59
HIGH POINT STA = 8+09.44 N LOW POINT STA = 9+07.28 N K = 31.42 A.D. = 1.62
Rnen PVI STA = 7+62.67 � PVI STA = 9+12.12 =
ci � N �n N N �i � � ro � r7 K = 61.72
MA M cV - �a do M ^ PVI FI FV = 35 47 , 00 00 0 1 n i. 0
5+00
GRAPHIC SCALE
40 80
( IN FEET )
1 inch = 40 ft.
6+00
180
7+00
9+00
10+00
11 +00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
0
461,
V .gip • � '
N A
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C.R.
STA: 11 +89.56
OFFSET: 31.11 L
TC = 36.05
C.R.
STA: 11 +66.09
OFFSET: 11.00 L
TC = 35.44
1
100.00' VC
16
SUMMIT
STA: 12+74.81
15 OFFSET: 34.79 R
TC = 36.55
2"
w
ST : 12+08.06
OF SET: 11.00 R
TC = 35.85
20
M
1 - 2" B.O. ASSY.
17 ,
STA. = 12+55.07
TP = 37.00
1 - END OF LINE C.O.
\ P.I. STA. 12+30.07
C. .
ST 12+15.84
OF SET: 12.41 R 19
TC = 36.05
LOW POINT ELEV = 35.43
LOW POINT STA = 11+33.40
PVI STA = 11+34.46
PVI ELEV = 35.23
�
+
ROAD 11
A.D. = 1.62
±
M
50' R.O.W.
;
._
TOP CURB ..
Lu
w...
�..
OF
.M
...
-
PROPOS
D TOP OF...-
;-+.0.83
:o.�
..........
........ ........... ............
_..
.. M.Z._..._._..__......
i
W
._. _.. .:
TER
2" SDR 21
CDR 21 P S , BEYOND
30 .......
......... .........
......... I............................. ..... ..;30
:I
:I
........................................
.......
.................................
..... ........ I
:i
........ ... .
it
�c
..........
........ .........
........ .
... ....... .....
Itn__
��C14+
O
..... ..
DATUM ELEV:
10.00
NATURAL
GROUND
O
N
O
12+00
13+00
IN
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
0
CB - 6.45
18" INV = 22.00
P.I. ROAD 11, STA. =
JB-3
S.D. MANHOLE
5 STA: 4+19.20
OFFSET: 1.89 L
RIM =24.52
18" INV = 21.00
_ 24" INV = 21.00
30" INV = 20.50
,20' DRAINAGE _ -
EASEMENT
�_
NATURAL GROUND LEFT R.O.W.
- - - - - - NATURAL GROUND CENTERLINE
- NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
24" INV = 21.00 15.00
30" INV = 20.50
It
NATURAL (6
GROUND N
29
28
SUMMIT
1 - END OF LINE C.O. OFFSET:
37.58 R 30
26 I OFT: 3TC =261 500 y 2.37
P.I. STA. 3+39.61
C.R.
STA: 0+34.72
OFFSET: 11.00 L
TC = 26.50
�I-0 INTERCEPTOR INLET
n II STA. = 1+12.53, 11
TC = 28.24
15" INV. = 24.24
2' SDR 21
C.R.
STA: 0+30.42
OFFSET: 11.00 R
TC = 26.50
35
ROAD 11
SEE SHEET 5 OF 10
-11
-10
STA. = 1+12.53, 11'R
TC = 28.24
15" INV. = 24.00
1611
Qnen 17
33
C.R.
STA: 3+23.74
OFFSET: 12.09 R
TC = 33.93
\C.R.
STA: 17.72
A� OFFSET: .00 R
2X"C = 33.73
32 g9 � 3i
CB-12
DOUBLE
INTERCEPTOR INLETS
STA. = 2+71.31, 11'R
TC = 32.49
15" INV. = 29.00
32
d
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c0
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co
0
0
of
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r6
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to
K)
31
a
0+00 1+00 2+00 3+00 4+00
O
O
GRAPHIC SCALE V
r
40 0 20 w so 160 FINAL DRAWING
( IN FEET) NOT RELEASED FOR CONSTRUCTION c-
1 inch = 40 ft.
0
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d
O
W a
n
rn
I U =
OU M
W
I
T m
m
N
0

CURVE
RADIUS
LENGTH
TANGENT
CHORD
BEARING
DELTA
C-26
247.00'
258.71'
142.64'
247.05'
S18'13'33"E
60°00'45"
C-27
245.00'
341.21'
204.83'
314.29'
S47°27'33"W
79°47'42"
C-28
95.00'
77.66'
41.14'
75.51'
S30°58'45"W
46°50'06"
SEE SHT 6 OF 30
3
10
12
1 - 2" B.O. ASSY.
11 G.R.
STA: 3+31.38
OFFSET: 23.04 L
TC = 14.80
C.R.
STA: 3+08.51
OFFSET: 11.00-
TC = 15.00
SUMMIT
C.L. STA = 2+70.25
TC = 15.16 /
TRANS CROSS C
C.L. STA = 1+1
TC = 14.03
17
I'
C.R.
STA: 3+15.9
OFFSET: 11.00
TC = 15.05
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
0
13
CURB BREAK
STA: 3+96.58
OFFSET: 27.50 L
TC = 14.30
10.9
C.R.
STA: 3+32.64
OFFSET: 20.37 R
TC = 14.80
lM
STA: 3+65.
TP = 15.00
1 - END OF LINE C.O.
i • i
14 / 40
M] •
P.I. RIVERWOOD, STA. 21+12.23
ROAD 14, STA. 0+00.00
TC = 13,92
SEE SHT 6 OF 30
W 8" SDR 21 w
o�
C.R.
ii STA: 1 +17.10
OFFSET: 11.00 R
it TC = 13.51
.R.
STA: 0+28.63
OFFSET: 11.00 R 1" S VICE LINE
TC = 14.80
0
23
\
P.I. ROAD 14,
STA =
5+39.08
ROAD 16,
STA =
0+00.00�
2-IN LINE
C.O. TC=12.89
2-2"G.V.
w/BOX
1 - 2" TEE
STA:
5+04.69
OFFSET:
11.00 L
TC =
13.17
22
SUMMIT
cN
C.L. STA = 4+93.45
TC = 13.18
w
PC = 4+54.68
N
+ n �
h q i
11 N Q� q
U
� ' C.R.
N STA: 5+88.26
how OFFSET: 11.00 R
ry TC = 12.89
C.R.
3 STA: 6+07.62
' OFFSET: 21.59
TC = 12.00
30
f
r
TRANS CROSS DRAIN
C.L. STA = 2+84.69
TC = 10.97
1 - 2" ASSY.
404
48
S
\R. 404
STA: 2+27.44
OFFSET: 11. 0 R 404
TC = 11.45
+ 1 - 6" TEE, M.J.
1 - 6" THRUST COLLAR
1 - 6'� M J. P
w LUG TAP 2" _.
31
ROAD15 1 - END OF LINE C.O.
SEE SHT 18 OF 30 \
33 32
HIGH POINT ELEV = 13.18
HIGH POINT STA = 4+93.45
LOW POINT ELEV = 10.97 PVI STA = 4+92.55
LOW POINT STA = 2+84.69 PVI ELEV = 13.53
PVI STA = 2+90.61 A.D. _ -2.80
PVI ELEV = 10.65 K = 35.69
OAD 16
SEE SHT 18 OF 30
G.R. 26
STA: 5+67.55
OFFSET: 11.00 L
y TC = 12.49
w C.R.
3 STA: 5+85.39
OFFSET: 11.00 L
TC = 12.25
R.
STA: 6+07.62
°S OFFSET: 21.59 L
TC = 12.00
27
RADIUS POINT
STA: 6+41.29
ON C.L.
TP = 12.40
28
y
CURB BREAK s 9sF
STA: 6+79.38 A -
OFFSET: 12.23 R y
TC = 11.60
1 - END OF LINE C.O.
29 S- 49 \ \
O O ap r7 O N Ir 7 r m a0 O O
N N N N N I''> r+j rM rj N
NATURAL
GROUND
4-
0+00 1+00 2+00 3+00 4+00 5+00 6+00 0
GRAPHIC SCALE
40 a Za 40 so Iro FINAL DRAWING
c IN FEET NOT RELEASED FOR CONSTRUCTION
i inch = 40 ft.
0
a 3`
�fllnlnum"0
Q
F--1 z
Of
0
Z Q
Q U
^� N
LL 0
0
z
J Q z
HZ a o)
Of
R, 3
w
ND 0
z
W� �> m
Q Q tN-1 a_
W
3
0 r
Z\ r
/ 7 J
J
Q z O
L�
CL F- 4 o
I --I 3
f'/�I-
z Y
U
O
N
M
b
I
ar
o
W W
Wrn
a
�z N
H�
v
- ` ' ^ V O
C
OCO °
Z
W a
� Z
0
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OI
N
O
O Z
O
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FBI a
r
U O =
U
I
T m
m v

Cell 1
W
21
P.I. ROAD 14, STA 1+72:
ROAD 15, STA. O+OC
TC = 12.49
20
\ C.R.
STA: 0+30.39
OFFSET: 39.55 L
� TC = 13.00
RADIUS POINT
/ TPA. .37
%
OFFSET'T: 0.00 L
32
CURB BRE.
STA: 0+7,
OFFSET: 1
TP=12.°
' 20' D GerAn�f Sw \
Rq� q�E
N`G\S`rWN r S-
1" WATER SERVICE \
33
C.R.
STA: 0+30.39
OFFSET: 39.55 R
TC = 13.00
34
ROAD 15
50' R.O.W.
PROPOSED 20"""""' 20
...
TOP OF CURB _ ...
I I
.......I ..... I ....
"PROPOSED"TOP"'OF CURB
I I I
-
1 rJ... ......... .......:10
o
a
o
nl V) rn
.. d,........... .... �: ..............
�N �^
II a r) 0:�
:N
DATUM ELEV In 0: -
0.00
1.0 rn
NATURAL N
GROUND
0+00
•
0+00 1+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
\ 27+25.46
NATURAL GROUND LEFT R.O.W.
- NATURAL GROUND CENTERLINE
�- - NATURAL GROUND RIGHT R.O.W.
• STONE CHECK DAM
GRAPHIC SCALE
20 40 80
( IN FEET )
1 inch = 40 ft.
4
C.R.
STA: 0+31.40
OFFSET: 11.00 R
TC = 30.15
49
C.R. 38
STA: 0+36.81
OFFSET: 11.00 L
TC = 30.20
�w.
m
S-51 • /
/
/
/
/
/ 1 - 2" B.O. ASSY.
/
C.R.
STA: 5+16.00
40 OFFSET: 21.59 L
TC = 16.20
C.R.
STA: 4+96.63
OFFSET: 11.00 L�
`L� � / TC = 17.0000
/ AT
p Rx
/ 39 �9'sRBs�
/ 1 - 2" G.V. w/ BOX y�
1 - 6" PLUG, TAP 2"
/ 1 - F.H. ASSY.
1 - 6" THRUST COLLAR
W� W 2 SDR 2A
-LONGITUDINAq SLOT
STA: 1+87.6
TC = 24.75
47
41
RADIUS POINT
STA: 5+49.67
TP = 14.42
1 - END OF LINE C.O.
STA: 5+16.00
OFFSET: 21.59 R
TC = 16.20
C.R.
STA: 4+96.63
OFFSET: 11.00 R
TC =17.00 44
r LONGITUDINAL SLOT
\ STA: 3+94.77
TC =20.78
\ r'O
46 \ \
S-54
45
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
4041
0
M
4--
O
00
r
m
00%11u�uii��
J P '16'4
a1O
OQ
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Z a
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0
Fes- w Z
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aL9C,y�,�
P.I. RIVERWOOD ROAD
STA. 45+66.88
ROAD 18, STA. 0+00.00
TC = 38.48
00
5 0 R.O.W.
PROPOSED (D 0
0
rn
.O �
T� OF CURB +
.� rn
LO
I+
1
d 0
:
V)Ico
co 00
< ........................;.........................:..........................................................................
ol0000
...;
I
ato
z oil
aloo
.I
0-
I
40....... ..................
.:................... ......_..........................
:.......................... ...............
:NATURAL GROUND
PROPOSED. TOP
OF CURB
I
� m
2' SOR 21
WATER '
2" SDR 21 P.
SEWER (BEYOND '
F- O :O
I
DATUM ELEV
30.00
GROUNNATURALD
0+00 1+00 2+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
® Copyright 1997
ALL RIGHTS RESERVED
O
do
LO
F00
W M
L II
oa
RADIUS POINT
STA: 1 +96.16
OFFSET: 0.00 R
TP= 38.50
M]
1 - 6" THRUST COLLAR
1 - F.H. ASSY.
1 - 6" PLUG, TAP 2"
1 - 2" G.V. w/ BOX
Of
W
N 100
P?-
I I if,1210 / 9 9
4i., _
P.I. RIVERWOOD ROAD, STA. 45+
ROAD 19, STA. 0+00.00
TC = 38.18
20' DRAINAGE EASEMENT 99
_ TVEGETATIVE SWALE
EAK-56
S36.16 I
OFFSET: 0.00 L
>O TC = 37.80
091
C.R.
STA: 0+34.64
(OFFSET: 11.00 L
TC = 38.50
P� C.R.
STA: 0+33.37
u OFFSET: 11.00 R
TC = 38.50
nlu
RIVERWOOD 108 1 107
NATURAL GROUND LEFT R.O.W.
- - - - - - NATURAL GROUND CENTERLINE
�- - NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
LOW POINT ELEV = 37.45
LOW POINT STA = 2+50.35
PVI STA = 2+50
PVI ELEV = 37.27
A.D. = 1.43
K = 70.00
I 100 00' VC I
TRANS CROSS DRAIN
STA: 2+47,54
\ L moo\ OFFSET: 0.00 R
TC = 37.45
A �O
\A Z
106
\� )
S-57
ROAD 19 00
50 R.O.W. ro
to 00
O O d' 0 M :OD :d' c0.. ..:�
PROPOSED c6 ^ O ^ O rD :rn :M +: rM :aJ }. ..0 . ap
TOP OF CURB : Ih : r7 N : r7 r i :M :0M0 "t : w :M
1 P.I. RIVERW000 ROAD, STA. 4$+87.89 U : w
ROAD 19, STA. 0+00.00 �ii w 1 &i w 0 m
TC = 38.18 m > w > m'
w FILL TO BE PL . IN 1 '
m W AND COMPACTE TO 95% SMDXPROCTOR TDENSITY.
40 I ..... ............. ..................... ...... ..................... ....................
�.. ..,.. ............ .................
NATURAL GROUND 1 , RIGHT: R/W
-0.72%
PROPOSED TOP OF CURB �- /
NATURALI GROUND
34
6 SDR 21 WATER
i
yt
J' I: SDR 2
�j 1 P. ISEWER (BEYOND}
c NATURAL GROUND, LEFT R/W
z�
:J
I� L1/& �I: ....................��
...........................................................................................;....................r�..:..
30 �....................:... ;.. ............. ................. x ................
:moo �.,.... 100
of : Io n
0^ OIMQ0
P.I. MAIN ROAD:STA. 45+87.89 0l :N _ 1 , a- o0
U90
HIZA!
R
C..
STA: 6+04.
IFFS T: 22.0813
TC - 37.91
+78.88
11.00
38.11
l
HIGH POINT ELEV = 38.85
HIGH POINT STA = 4+90.45
PVI STA = 5+05.88
PVI ELEV = 39.09
A.D. _ -2.05
K = 48.73
I 100.00' VC I
C.R.
STA: 5+87.'
OFFSET: 11.1
TC = 38.00
HIGH POINT STA = 4+90.45
TC = 38,85
105
RADIUS POINT
STA: 6+37.48
OFFSET: 0.00 R
TP= 38.10
C.R.
STA: 6+03.76
OFFSET: 21.50 R
TC = 37.80
W
1
iATUM ELEV
ROAD 19, SETA. 0+00.00 z
TC = 38.1$ a
� II z
;��o o
:� 0 i
a II
Lr
UU)i o Fa--
25.00
O
O
O
MM O
O
O
N
O
-
P-
NATURAL m
ai
M
aij
ro
of
7
ai
to
ai
M
06
M
Od
a
4
(6
M
GROUND
0+00
1+00
GRAPHIC SCALE
40 ao
( IN FEET )
1 inch = 40 ft.
2+00
3+00
4+00
5+00
6+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
0
W
Cn
N
0
N
d
_ NqQ-
OQ
I -I z
J
z QI
a
Q U
J Zr=-
0
Z
~ 14 Z
J Q D
F= z a
�� Of
> 3
ND 0w z
D
Lv0 0� m
Q Q
_ cn
Z >
J
Q Z O
~ o
Q 3
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Ln
U
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N
M
i
a
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m
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128
CR
STA: 3+03.23
OFFSET: 30.43 L
TC = 39.49
CR
STA: 2+78.49
OFFSET: 11.00 L
TC = 39.65
!IVERWOOD ROAD, STA.
= 59+20.92
SRA: 0+34.00
ROAD 20, STA. 0+00.00
//
OFFSET: 11.00 L127
TC = 39.92
^ TC = 40.75
115
�°
o a
n �-
V ri
IN
W-�
Az
-PS
114
� .
CR
BEGIN STD PV T SECTION �
N
STA: 0+34.00
C.L. STA. 0+ 4.00
OFFSET: 11.00
Rio
TC = 40.75
3�;
.
N.
30.00
NATURAL m
GROUND �
121
122
ROAD 20
50' R.O. W
0
126
dd1 - 2" B.O. ASSY.
o:
U
Z
RADIUS POINT
STA: 3+65.84
o j TP = 39.70
P.I. 125
STA: 3+40.84
CURB BREAK
STA: 3+40.84, 11.12' EXTENDED
13.42' RIGHT
TC = 38.63
2p ORA/�
Ngcc EASE
\ VEGETgTIV MENT
CR �E SWAGE S-60
STA: 3+26.82
OFFSET: 12.46 R
TC = 39.26
CR
STA: 3+18.75
OFFSET: 11.00 R
TC = 39.47
\ TRANS CROSS DRAIN
\ STA: 1+86.12
TC = 40.07
\G'c \ 2\
S- 59
123
124
0
0
0
0
0
0
0
0
0+00
1+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
3+00
4+00
TC 39.92
131
132
NATURAL GROUND LEFT R.O.W.
- - - NATURAL GROUND CENTERLINE
- - NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
GRAPHIC SCALE
20 40 80
( IN FEET )
1 inch = 40 ft.
25.00
160
0
o l CR
STA: 0+32.54
OFFSET: 11.00 L
1 3 TC = 37.00 a
N ° R
[BEG.
STA CRWN54ECT.
-W
na
CR
STA:
0+32.77
OFFSET:
11.00 R
TC =
37.00
1
W
TRANS CROSS DRAIN
STA: 1+52.77, ON C.L.
TC = 33.67
W
CR
STA: 2+86.87
OFFSET: 11.00
TC = 36.13
CR Q
STA: 3+09.82
OFFSET: 30.71
TC = 36.40
o c�' RADIUS POINT
'N STA: 3+74.41
' TP = 37.40
2
' RADIUS POINT
A= 37.00 3, 4.
TC
l
� 1
S-61
ROAr) 71
404
1 - END OF LINE C.O.
7
i
CR
STA: 3+27,32
OFFSET: 11.00 L
TC = 36.80
STA: 3+35.38
OFFSET: 12.46 L 5
TC = 37.00
P.I.
STA: 3+49.41
TP = 37.20
CURB BREAK
STA: 3+69.97
O \
OFFSET: 39.93 L
& \
TC = 36.50
\
1 - 2" B.O. ASSY.
2 /
IW
�
�c /
4
�N
S-61 A
to
u7
r
00
N
d'
L6
cD
I-:
00
n
1+00
3+00
4+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
O
4-
M
.q
J (p
w�
0nmiimu
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0
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144
III
DATUM ELEV
20.00
NATURAL
GROUND
137
C.R.
STA: 0+35.65
OFFSET: 11.00 L J
TC = 33.00 -C
;
17' TYP.
131
136
C.R.
STA: 2+38.19
OFFSET: 11.00 L
IC = 38.37
C.R.
STA: 2+46.25
OFFSET: 12.46 L
TC = 38.10
STA: 2+60.28, ON
1 - END OF LINE C.O.
Tc RADIUS POINT
STA: 2+85.28, ON C.L.
TP = 37.50
0
CLR. \
1 1
1 CURB BREAK
S- 6 2 `, 1 STA: 3+25.27
OFFSET: 0.74 R
TP = 37.30
`DO-
/ 133
S- 20
150.00' VC
S-63
0+00 1+00 2+00 3+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
® Copyright 1997
ALL RIGHTS RESERVED
134
\ 1 - 2" B.O. ASSY.
SEE SHT. 22 OF 30 FOR OVERFLOW
am
65
BEGIN STD CRWN SECT.
C.L. STA: 0+33.98
TC =
LtoC ' q
REFLECTIVE POND
POND N
- - . - - NATURAL GROUND LEFT R.O.W.
- - - - NATURAL GROUND CENTERLINE
-�- NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
S-24
/� i
;;a
4
C.R.
STA: 0+52.67
OFFSET: 23.37
L
TC = 35.00
C.R./ BREAK
STA: 0+33.98
FFSET: 13.80 L
OC
�Q
.1
T53
= 3
II
7'
TYP./ 3
W
SD 21
+ CURB BREAK
"
STA: 1+07.90
OFFSET: 32.89 L
. .- TC = 34.25
\
xr YaC.wie�.Y
(:y
M
f
C.R./ BREAK
STA: 0+34.02
OFFSET: 13.80 R
TC = 35.55
TYP.
1
ROAD 2
C.R.
STA: 0 52.67
OFFSET: 3.37 R
TC = 35. 0
.......
M
...........................
PROPOSED :..
.... ...
....... i
TOP OF CURB
u'i
r7
40 i..........................
:................. ....... :.................. i 40
I
.
...
............. 2.50........�..:.......
.
_•":
�
m
2 SDR. 21 WATER
SQR 21 PSI
BEYOND
30 •..................2
6p�
,.. ........
�... ........; 30
.....
...
MO
;.
;... O.w;.j.
.....
.....4n
An
DATUM ELEV
o a
25.00
NATURAL
GROUND
(6F
(
rN
`o
M
RADIUS POINT
STA: 0+85.13
OFFSET: 0.00 R
TP= 34.50
2
0+00 1 +00 O
M
O
GRAPHIC SCALE N
40 80 160
FINAL DRAWING
1N FEET > NOT RELEASED FOR CONSTRUCTION
1 inch = 40 ft
N
C
N
J (p
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Oz
J
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This drawing is the property of HOUSTON and ASSOCIATES. P.A.and
is rot be reproduced in Mole or in part without written penission frog
HOUSTON and ASSOCIATES. P.A. Ocopyright 1997
ALL RIGHTS RESERVED
RNAL DWln1UVNG
NOT RELEASED FOR CONSTRUCTION
CHECK DAM / I
— •. 404 INV. OUT = 22.0' 1
F.E.S. _
' 0 L.F. - 15' HOPES '
S—
_2SLJUNCTION BOX a
2f �� INV. = 22.50'
1 1,a
2S ' '�i : ' TOP = 26.00'
0
1 i
65
63
{:
31 i /. i / i 1 ''I ' 40 L.F. - 15' HOPE31
31
62
�s2Zj
S; \
i� POND
POND "N" OUTFALL PIPING
SCALE: 1' -40'
40
IN = 32.0'
...... .....�....
INV. IN = 32.00'
.
`\ U
30 ; z
g Ito
o
/ \
.. ............................. .... ................
L.F. -
INV. OUT = 22.00'
20 i.............................................. ,............
'
�/' : : : �G�Q•': >� ��. 'ply
z
M
J
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W ¢I 6
y�3
. w
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3+00
0
oIm

1
11
\\\
,
1
\
�9
,,,
2a
5
o
`
27
25
\� `
APPROX. LOCATION RIP -RAP
OF CHANNEL CENTER BEDING
...�..404i.'�
27 23 26
_ ?cy/ 26 11+00
1
0
r
I
I
1
I
I
I
I
1
1
I
I
I
l A •
T FENCE
F.E.S. \\ \
(TYP I
/
STA. 5+90.90 -----._.,r.E'—•—•�—
30' HDPE
- � I
/ I
/ I
/ 1
1
PLAN VIEW CULVERT CROSSING C-1
SCALE 1' = 30'
— _ . _ — . _ NATURAL GROUND LEFT R.O.W.
— — — — — -- NATURAL GROUND CENTERLINE
- NATURAL GROUND RIGHT R.O.W.
0 STONE CHECK DAM
El
R/W
.................................................................................................................................................................
RIP -RAP BREMUDA SOD
N: co: '0:
N: .. In: N; �,, o; MEDIUM STONE DIA. = 6' I
PROPOSED 14AX STONE DIA. = 9'
TOP OF CURB •r': o I a)- m m m• m•
N: N: UNDERLAY RIP -RAP
WITH TREVIRA 51120
INV. IN • 22.5'
40......................... '
�......................... 15U:00'. VC.........................................................;..........................;
i PVI STA = 5+74.54
PVI ELEV = 28.35
A.D. = 2.35
K = 63.86:
N )
�......................Q O............. .......... ......... .................. ...............
Lo N
m I (mV
�m
Q
ri Qi
U V
cn
> +
30 .....�� ........................................ :.................. ...t,;...................... ........... .... ...............
• i
/ R/W
SDR 21 WATER LIN8 I
.TLQ. °u-O�•I \ �� - I I RIP -RAP II
BREMUDA S60
Cl9f� .-i o •� MEDIUM STONE DIA. = 6'
LO
o MAX STONE DIA. = 9'
UNDo / `���. WITH TREVIAY RA 51120
20; .......................... ..o......................... ... .....
.................... :....................................:9!.., INV. IN 9.6
I
¢� ai ILL TO BE PLACED IN 12' MAXIMUM LIFTS
of 4 AND COMPACTED TO 95% ST'D PROCTOR DENSITY.
_ 6 • 'ti
DATUM ELEV
15.00
NLD m
ll']
cV
O
LO
m
N
N
N
N
N
N
N
5+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A.And
is not be reproduced in whole or in pert without written peraission fro
HOUSTON and ASSOCIATES, P.A. ®Copyright 1997
ALL RIGHTS RESERVED
b+UU
/tUU
FILL TO BE 1' LIFTS COMPACTED.
-RAP TO ELEV. 27.0'
30' HOPE
20
------ 404
i\ 10.,
--------8_,l \Ng
404 /
STA. 20+09
C-1
30' HOPE
. Y'
34
1 � 12 1'
F.E.S.
00 /12 (TYP.)
/
ILT FENCE `14
PLAN VIEW CULVERT CROSSING C-2
SCALE: 1' - 30'
— _ . — — — NATURAL GROUND LEFT R.O.W.
— — — — — — NATURAL GROUND CENTERLINE
NATURAL GROUND RIGHT R.O.W.
0 STONE CHECK DAM
APPROX. LOCATION �
'OF CHANNEL CENTER
\
40................................................................................................................................................................
CD' cm: rl: co:
m: --+: m: m: m N:
PROPOSED
SOD m: m: cn: m: m: m: N: v:
TOP OF CURB .., .-,
N;
IED END SECTION +:o
OUT = 21.5' N:o
.o
r o
JOINTS SHALL BE WATER RIP -RAP 19' W X 16' L 30 :..........................:. ................. m: ........
........................................................... .. <.....
�IGHT AND WRAPPED 1 1/2 MEDIUM STONE DIA. - 7.5' 9 c
TIMES W/ TREVIRA 51120 WAX STONE DIA. - 9'
O . N
O� pp
SECTION VIEW CULVERT C-1 LOW POINT ELEV = i3.i4 W-'�
r-Io n
R/W
_a44 � . I
FILL TO BE 1' LIFTS COMPACTED. $ S
'-RAP TO ELEV. 13.0'
30' HOPE
AIJOINTS SHALL BE WATER
GHT AND WRAPPED 1 1/2
TIMES W/ TREVIRA S1120
SECTION VIEW CULVERT C-2
HNAL DRAWING`
NOT RELEASED FOR CONSTRUCTION
LOW POINT STA=19+75.64
PVI STA 19+83.10
.:
PVI ELEV = 12.70
0
..1i."= 1:75........................................................................................
K = 114.17
I
200.00'
VC
20 :......................:.........................:..........................:..........................:................v.....:............
..
LO
rn
�
m
LU
m m
x
m
w
m
rlO �
O
��....... ..:.............
............ Z............. .............
....................................
.
...
.....
w
SOD
P
aE0 ENO SECTION
:6'
•
SDR 21 ---
1:
)
1
IMV. OUT = 9.4'
..:.........................
3 SDR 21,
I .... ..... ..............:...
............
.........
.. .. .....
II
BEYOND
f�
c�91'L
DATUM ELEV
5.00
NATURAL
GROUND
c*i
m
cu
cn
r+i
m
20+00
21+00
;4 I
/
1
/
l
Y

_a,-----F-----
32I---------- ------
F.ES.
C-3
24'
7
PLAN VIEW CULVERT CROSSING C-3
SCALE: V - 30'
NATURAL GROUND LEFT R.O.W.
— _ — _ — — NATURAL GROUND CENTERLINE
NATURAL GROUND RIGHT R.O.W.
0 STONE CHECK DAM
72
200.00' VC
........................................I.....:........................................................................................
o: m; N: m: d:
U'). r+. N.
Nis
m; m: I co: cn: v: LO:
N: I N; N: m: m: m:
FILL TO BE PLACED IN 12' LIFTS HIGH POINT ELEV = 37.33
AND COMPACTED TO 95% PROCTOR DENSITY. HIGH POINT :STA = 36+98.22
I PVt STA = 36+13.91
40 :.......... i.........................1) 0.94'..yC ..........................I ............................. PVI' -ELEV' a'37': 74' • : 40
LOW POINTIELEY = 28.09 Q A.D. _ -5.74
LOW POINT STI = 33+87.78 � K = 34.87j
m
PVI S A =: 33+99.98co� LL /j
PV Uj
ELEV = 26.43 Q m >
rn j A.D. = 9.09 co m + °°
....... .cu ... cy .....:.................' rn . m ................:.. /.:. .. .... .
m I.....:.K._..16'.50..................� w
Q y, O N I _F
O cm �rw U
m > j
Vw N> I I m
U
w m co": I > I Zgyo f
U- u; j• .: ' .•'+�� 21
w
w....�. I .....:.................. ..... ....;.. %�� (� 0
30 .... e. $� ... 3
a
akk-
..........�j.. ........ ......... ..................
mjw
I
cIZ
20.................................... ER,...................................................................;......................: 20
CC M
U' Qi
I� o
C=
j I1:
I cnj�
DATUM ELEV
10.00
GROUND
m
U"
v
n
m
N
m
0)
co
co
ai
cn
r-
N
cu
CU
fU
cn
cm
33+00
This drawing is the property of HOUSTON and ASSOCIATES P.A.and
is not he reproduced in Whole or in pert Without written permission from
HOUSTON and ASSOCIATES. P.A. ®Copyright 1997
ALL RIGHTS RESERVED
:34+UU
n+U U
36+00
R/W
I
RIP RAP SO
I�
BREMUDA D
MEOIUM STONE DIA. - 6' I
MAX STONE DIA. - S.
UNDERLAY RIP -RAP
WITH TREVIRA S1120
IRV. IN • 20.0'
R/W
I T
FILL TO BE 1' LIFTS COMPACTED. t'4°t !
g� REMUOA SOD
-RAP TO ELEV. 32.0' t7
LARED END SECTION
24' HOPE MY. OUT - 27.5'
JOINTS SHALL BE WATER RIP -RAP 13' W X 16' L
IGHT AND WRAPPED 1 1/2 MEDIUM STONE DIA. - 5'
TIMES W/ TREVIRA S1120 MAX STONE DIA. - 8'
SECTION VIEW CULVERT C-3
W SUBMIT SAMPLE (S) FOR REVIEW AND APPROVAL
I I
RIP -RAP BREMUDA SOD
MEDIUM STONE DIA. = 6' j t.s I
MAX STONE DIA. - 9' , S' FILL TO BE 1' LIFTS COMPACTED. t REMUDA SOD
UNDERLAY RIP -RAP 5 AIP-PAP TO ELEV. 37.5' c
WITH TREVIRA S1120 LARED END SECTION
Illy. IN - 33.0' 2- 30' HOPE IMV. OUT - 32.0'
JOINTS SHALL BE WATER
IGHT AND WRAPPED 1 1/2
TIMES W/ TREVIRA S1120
SECTION VIEW CULVERT C-4
HNAL DU AWNG3
NOT RELEASED FOR CONSTRUCTION
\`'• `, '34
♦`� \`33
\ \'\ 1"32
\ 33
` \ `.34
--36 ` `
101
100
O
0
V
105
38
37
1a ILT FENCE
STA 5e \
-4
`.\ \ 2 - 30' HD_P6
'34`
+
I
`, '�� �♦` APPROX. LOCATION Jr
OF CHANNEL CENTER
♦` I \ \ '
It
-34
--
PLAN VIEW CULVERT CROSSING C-4
SCALE: 1' = 30'
— — — NATURAL GROUND LEFT R.O.W.
— — — — — — NATURAL GROUND CENTERLINE
NATURAL GROUND RIGHT R.O.W.
0 STONE CHECK DAM
106
PROPOSED
TOP OF CURB M. m m: m M. m
50:.....................................
j 100:00' VC
HIGH
POINT ELEV = 38.85 T
HIGH POINT STA = 4+90.45
PVI STA = 5+05.88
m
PVI ELEV 39:09...
N....................
I...............
o;
A.D. = -2.05cn
m
co
K = 48.73
m
U'1
U
U
+
'm
LLn
O
`�"
FILL TO BE PLACED INI 12'
LIFTS
AND C
COMPACTED TO 95X
PROCTOR E
P 0 DENSITY.
40:............'............
cn
.........................
..........
.........j..:...........
—
m
>
NATURAL GRIiUND;
RIGHT R/W
- III
/ /!
/
2� R 2 ..
SO 1
20:SDR 21 P. SEWER
i
(BEYOND)
NATURAL
GROUND; LEFT R/W j
30:............:............:.
DATUM ELEV
5.00
r`
NATURAL
GROUND
................................
r- N o
m
A-
'
to
m w
n INi
~ � O
N
U')
m
cn
v
m
cn
m
m
cn
co
4+UU
S+UU
6+00

A. BURY THE TOP Elm OF THE JUTE •1.R.IPS IN A .'.'�..:.. v. .
TRENCH 4 INCHES OR NMI IN NrTH. TOP OP ELEVATION OF STORMNATER
B. TAMP THE TRENCH FULL � SOIL. SECURE ••.•r••• •////y.
WITH ROW OF STAPLES, 10 INCH SPACING, •�•'•'•' // ,(y i �015,WASNHE
ED _..,�,..:`}"• �i MAX. Q EROSION CONTROL NARRATIVE
4 INCHES DOWN FROM 'BENCH, '� •y//' '
v: 0 v'•'•'•'�' > A. PROJECT DESCRIPTION
...'.'.'.': .'. '.'.' '.'. CHANNEL SLOPE .•
C. OVERLAP - BURY UPPER END OF LOWER E. OVERFALL '•r'�:•' ': •'•'• - Y1 RIP -RAP
STRIP AS IN 'A' AND 'B'. OVERLAP END ' ':v;•;•;•:•, \\ The bluegreen project includes the construction of a twenty-seven hole golf course,
OF TOP STRIP 4 INCHES AND STAPLE. \\ OR WIDTH OF VARIES associated clubhouse and maintenance facilities, residential areas, and associated roadways. The
ROADNAY 8,�, WHICHEVER
STREET. different phases of the project necessitate the submittal of several erosion control plans. An
..'.-.'`.'.'. �BC WHICHEVER IS
. 5 ; •�• v' GREATER SECTION VIEW erosion control plan for the golf course portion of the project and the major roadway systems, titled
• • y� Carolina National at Winding River", was approved in a letter from the State dated October 10,
D. EROSION STOP - FOLD OF JUTE BURIED IN .`,. •,y, •, v•' XISTING SLOPES 1996. An erosion control plan for Phase 1 development was approved in a letter from the State
SLIT TRENCH AND TAMPED, •>• dated April 10, 1997.
DOUBLE ROW OF STAPLE • W' •' N •' •�' •' •' •' • �� , •' "> " g
' '>•' •-• PLACE STAPLES 1.5
• \' '! • - TO 6 FEET APART AS to, WIN.
The current phase of the project, designated herein as Phase 2, includes the construction of
' THE JUTE FIRMLY
KEEP the roadway and associated drainage systems to serve the residential areas within the northwest at
•' •`+' •1'•' ' ' •' PRESSED INTO SOIL. '-e'
. . , .' / NOTE: HEIGHT 6 MIDTH OETERNINED BY quadrant of the project. The roadway and drainage systems have been revised from that presented
PLAN VIEW EXISTING TOPOGRAPHY AND in the previously mentioned approved Erosion Control Plan.
A. •'• . . '• .•y'.'.' .5'-1' SEDIMENT STORAGE REQUIRED
. .t'.�. •.'.'.
• ��%�� TYPICAL STAPLES The bluegreen property is located in southern Brunswick County approximately 3 miles
southeast of Supply. The bluegreen tract is composed of approximately 1,100 acres, the
+• !6 GAUGE MIRE NEW CONSTRUCTION 15 WASHED southeastern boundary EXISTING ROADWAY > STONE ary of which is formed b the Lockwood Folly River. Access to this property
Y Y P P Y
can be attained by traveling southeast from Supply along NC 211 approximately 2.5 miles, turning
6' MIN. MIN. south on NCSR 1114, and traveling approximately 1/2 mile to the northern property boundary.
NCSR 1114 passes through the property, as does Sandy Branch.
•. SECTION VIEW FRONT VIEW
The Phase 2 portion of the bluegreen project drains to Sandy Branch, a tributary to the
F. PRESS ENDS OF JUTE 1 INCHES INTO THE SOIL Lockwood Folly River.
AROUND STRUCTURES AND STAPLE SECURELY. TYPICAL CHECK PAN DETAIN
ATTE THATCHING STABILIZATION DETAIL NTS CONSTRUCTION ENTRANCE DETAIL NTS The current land use of the project area and surrounding properties is primarily woodlands. Z
NTS B. SOH.S AND TERRAIN
1`Smm1
S to ME a a.t STEEL OR NOW POST Most of the Phase 2 project area to be disturbed is slightly rolling. Relief ranges from F a
INSTALLATION OF JUTE THATCHING IN SWAW WOVEN WIRE FENCING AS REG'ro. approximately 41' MSL to approximately 10' MSL. The Soil Survey of Brunswick County Z
t'+EE NOTE if 6.1 indicates that the most prominent soils within the Phase 2 project area Baymeade. The Baymeade Q
WBERE APPLICABLE SILT FENCE FABRIC soils are typically well drained fine sands on uplands. cal
EXTRA STRENGTH (50 !/1 IN. MIN.) SYNTHETIC POROUS cc
Jute thatching laM. 2 i/2 Q. FILL SLOPE FABRIC OF NYLON, POLYESTER, OR ETHYLENE YARNS. C . EROSION CONTROL MEASURES
ping shall be used in swales where the slope exceeds 0.015 (1.5%) INTERMEDIATE - --- O
::: •: • - - - - - - - - - - - i- W Z
SPECIFICATION GUIDE I Land disturbing activities for this project will involve the construction of roadways, Z
I I stormwater swales, and ponds. The runoff from most of the roadways will flow through one or _I Q :3
A Preparing a channel and seeding: To prevent meandering alone channel to center to confine low flows to GRADE .:''•'MIN. COMPACTED FILL OVER 9KIma 1 I more stormwater swales before it is discharged to an adjacent pond or surface waters. One area Z U
the charms where thatching will be laid A I I A near the center of the project will be drainethrough a stormwater collection and piping system
-
c 'i..•: SKIRT WITH MIN 4' LGNs I l�t�Ot�OO�O ., +.,+.,...+x+,• ...• P J g P P g Y
o WIRE STAPLES a iz• D.C.I Q N 3
L Fertilization - Lime and fertilize as spectfled in "Seeding Schedule". Disk as needed but do not : I OOOOOOl�O I before being discharge to a stormwater detention pond. The proposed ponds within some of the W n
Bi REPAIR K OF SILT FENCE IM FBs. 00000000 drain a areas will rovide si nificant protection for limitin soil loss to adjacent properties. rties. These ICI
tISE d6T WAB1m STONE IN LIEU OF 1 oOooO 317 I g P g P g J P Pe 04 0
COMPACTED FILL. I Oo000000 I ponds will be permanent "fixtures", and thus will serve the site on a continuous basis. Other w m
2 vegetative Sprigging -Plant grass sprigs or similar material before the thatching is put down. I zZ erosion control features include check dams, sIlt fencing, construction entrance, inlet protection at W l� a
Spacings for planting may vary. Suggested maximum is 10 x 20 inches. I TYP. o _
FRONT VIEW SIDE VIEW I Q9 curb inlets, and outlet protection at culverts, Cnz Z
3 Seedings - $split ti e anti t anon. Sow half the seed before placing the thatching. Plant the remaining I I « Q o
half after the thatching is laid. I ° Z ; _ • •j
L reabil silt fras ab shear on haNW Wed at IKAIM ancestor to Conti I HltatiN of adrWA W'ao• I !!rtrt Y
B. La the Thatching: The thatching shall be laid on loose son after all rocks, clods and sticks have been L Were wad pate are used they roll he a sinlmm of 3- In ds,atr ad 6- is IOVO. Foots ran he aaabbe r-------------- g- • � V -t
Ping g: g pentarlrapaWl tratN soWWNatN ►IM. Z
picked up that would prevent contact with the soil surface. i Wwv Neel pah tab wK othinw small be 6' in IayG WW M of the self fMene qU ppe. TREATED 2 X 4 POST G FRAME w EROSION CONTROL GENERAL NOTES �•/ o L Imes, gift fencing, Where required Wa WU 0 d. Shall O two to AMR Afls far clw 3 Pleanirag. Fabric Mall
be a rllnlrm of 32' wills add Mee A aBimm of 6 lira VIM with 12' stay spacial. lee top ad otter VIM NMI - O
L Start laying the thatching from the top of the channel and unroll down grade so that one edge of the ma B gesps, and lnto"daba Wines rwi1 he 12-1/2 pspe. WIN fabric Moll be fulumad IS wed gab With net lea Q O
stripcoincides with the channel center. La a second strip el to the first on the other side of the W" w �ua I IM I"' 1. All construction activities shall be performed in compliance with the Sedimentation Pollution H
Y P Paz' L Filter f Small be of s11rg pslYrtr. PSmylm r O Wla yWw with Mahm sto on of 30 B./lin. in., WA e
channel and allow a 2 inch overlap. If one roll of thatching does not extend the length of the channel, OMM sB filtering afiCIN". Fabric WWI CMtVA strafes! WAbitW$ WW ababililm. Control Act of 1973. O
continue downhill with additional rolls. 6. If filtrr tow IS use with a eveegth of of B./1B. U. r gratr, and the rat specug m awes not seed 4'. Waal PLAN VIEW SECTION A -A
Win fmiW is rot reiMN. Kh vbk area wire IMIF4 Is rermw, and most erring shall wet aced 1'. 2. All land disturbing activity is to be planned and conducted to limit exposure to the shortest
2 Securing the Thatching -Bury the top end of the jute strip In a trench 4 inches or more deep. Tamp the feasible time.
trench fitll of soil. Reinforce with a row of staples driven through the jute about 10 inches apart. Then TYPICAL CATCH BASIN PROTECTION
staple the overlap in the channel center. These staples should be 3 to 4 feet apart. The outside edges
may be stapled similarly at any lime after the center has been stapled. Closer stapling along the sides NTS 3. All construction sites and severely eroded areas shall be stabilized by a permanent vegetative
is required where concentrated water may flow into the channel. STANDARD TEMPORARY SMT FENCE. ground cover.
Where me roll of thatching ends and another roll begins, the end of the top strip overlaps the trench NTS 4. Where it is not possible to establish a permanent ground cover in a reasonablyshort period of
where the upper end of the lower sop is buried. Make the overlap at least 4 inches and staple securely. time due to seasonal considerations, a temporary ground cover shall be established. The
a Erosion Stops - At any point the thatching may be folded for burying in silt trenches and secured as to temporary cover shall include the planting of annual grasses or small grains. Where the
were the upper ends. This checks water flow and erosion that may begin under the matting. It also season or other conditions are not suitable for growing a temporary erosion resistant cover,
gives improved tie -down. The procedure is recommended on steeper slopes and gentler slopes of
mulch may be applied. Mulch used alone shall be for the shortest time practical. re
sandy soil or areas subject to seepage. Spacings of stops vary from 25 to too feet. e
temporary or permanent vegetative cover shall be established as soon as conditions are � m
4 Diversions - Where diversion terraces outlet into the waterway, the outlet should be protected with favorable.
thatching used in the same manner as in the main channel. The thatching for the outlet is laid first so a
that thatching in the main channel will overlap the outlet strip. NOTES: 5. Silt fencing, and other temporary erosion control measures as may be necessary, shall be ^ a
All channels shall he stabilized with Bermuda Grass as presented in the Seeding Schedule. installed prior to the start of construction. As soon as the area is stabilized, the temporary
6 Thatching - Soil Contact -Get contact between thatching and soil by rolling at right angle after laying. P arY ale
W
stapling and seeding is complete. Perfect contact is vital to keel water flow over not under the See Stttrmwater Swale Data Table, sht, 02 for channel data measures may be removed.
thatching. AIP-RM DISSIPATION PAD 3: 6. Topsoil shall be used over unfavorable soil conditions for successful establishment of � U)
6 Staples - Hairpin -shaped wire staples, number 8 gauge; 8 and 10 inches long have been used. The vegetative cover.
00
longer staples are used in loose or wet soil. Wire staples are better than wooden pegs because the C v
staples can be driven flush with the matting. Wooden pegs extend above the thatching and may catch y t W ern
,,,, e,et. - 7. Irrigate as necessary to optimize plant growth.
trash that diverts water flow out of the thatch protected channel. Wooden pegs may also set up a UJ
damaging turbulence. * ,,,. . ,.'r" ' ` Z
8. Over the life of the project, the owner shall make periodic inspections to evaluate the success
C. Inspection: After job completion, make sure the thatching is in contact with the soil at all places and the 1 MAX `• ...,. , � ,,,.,,. in controlling erosion of soils to off -site areas. If areas are found where erosion is taking O CD
critic areas are secure stars own.
place the Owner shall take the necessary measures to remedy the situation. Z L
PLAN VIEW 5 +� •..,+,, ,.,s• �� , 1 I +�
..,.,..,..i.,..,.,.,..,....,a %' W Z
I®IBM Oft DIA. - 670
Was STONE Ors. - d max.
SLOSS as
.�
TYPICAL SIDIUMATER SWALE SECTION
CONSTRUCTION SEQUENCE
SEEDING SCHEDULE WITH
Z
.......................... ......................... AMK1011 TWI13b1Ee6
tFILM
STONE I--1
ITH Furor CLOTH NTS Cn
SECTION VIEW I. Obtain approval of Erosion Control Plan from NCDEHNR - Land Quality Section. I
OUTLET PROTECTION DATA J
inn a N
1. All disturbed areas due to construction and any severely eroded areas shall be stabilized by the CU I D 3r us t net erg Nat le ma I a fit THIa� Hn.1 2. Install silt fencing and construction entrances as shown on the Plans and as otherwise D rn
establishment of a permanent grass cover. The seed species shall be selected based on the type c 3 7.5 s e lua is a adequate to prevent eroded soils from entering Sandy Branch, or existing roadside Z (n
soil present, seasonal conditions and other considerations. As an alternative, the contractor ditches. 0
may use the methods and schedules shown below; however, it is recommended that a specialist OUTLET PROTECTION DETAIL 0 0
be consulted with attention given to site specific conditions. NTS 3. Clear and grub along routes necessary to provide access to proposed pond areas. O C_) o
4. Clear sites at proposed pond locations.
a. Cultivate area to a depth of 5 inches '^
EMO
b. Apply agricultural lime at the rate of 4000 lbs. per acre 5. Construct paemponds. v1
c. Apply 10-20-20 commercial fertilizer at the rate of SOO lbs. per acre Apis am w ceDameW o.W
Swab Ln. RIgRsn Section Lapplb and Location Spacing (N.) Height Nft.) -
d. Sow grass seeds at the following rates: 6. Clear and grub roadway routes. w
Kind Rate Per Acre
s-z7 Beginning ra a Swale zo 1 0
Common Bermuda Grass s-zs Beginning 40• of Swale 20 1 7. Rough grade roadways. �p
unhulled 25 lbs. s-so Last 7a a saw zs 1 a
hulled 12 lbs. S-51 Entire Length of Swab (S•52 a S-a are downstream of 5.51.) 25 1 8. Clear and grub stormwater Swale routes.
5.56 Last 107 of Swale 25 1
Pensacola Bahiagrass 50 lbs. S-56 Last 70• of Swale 25 1 9. Construct stormwater swales and install check dams.
Korean Lespedeza 25 lbs.
Tall Fescue 30 lbs. RIP -RAP WITH 050 - 6' 10. Clean sediment from check dams and along silt fencing periodically.
e. Mulch with straw at the rate of 3250 to 43501bs. per acre. _s.sv �.uz.�,i 0 MAX - 9' S±".'
f. Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per .,,a BED THICKNESS - 9' „fir,; ll_ 11. Finish roadway construction.
acre. .. s ;•.:: .:: ::.`• ' �` � 1 MAX
12. Seed and mulch disturbed areas within 30 days after finished grades are established.
2. Where it is not possible to establish a permanent grass cover in a reasonably short period of
5
time due to seasonal considerations, a temporary grass cover shall be established. The 13. Maintain erosion control measures until permanent ground cover is established. (The
temporary cover shall include the planting of annual grasses or small grains such as rye grass, OVER EXCAVATE 9' AROUND CHANNEL UNDER LAY STONE WITH use of winter rye grass is considered a temporary measure and will not be accepted as
however shall not be considered a permanent grass cover. Where the season or other TO ALLOW FOR STONE THICKNESS SYNTHETIC FILTER FABRIC. permanent ground cover.)
conditions are not suitable for growing a temporary erosion resistant cover, mulch may be
14. Obtain certificate r. compliance through on-1). inspection by Erosion Control Engineer.
applied, however, mulch used alone shall be for the shortest time practical. A temporary or
permanent vegetative cover shall be established as soon as conditions are favorable. Contract person Mr. Dan Sams (919-256-4161).
TYPICAL RIP -RAP BTORMWATER SWALE SECTION O
NTS 14. Remove temporary erosion control measures and stabilize these areas immediately. (Y)
3. Topsoil shall be used over unfavorable soil conditions for successful establishment of Permanent erosion control measures shall remain.
vegetative cover. `,
Nobs: 1. Channel sections that are not rip -rep shell be Stabilized with bermudagrass and. [��" CA,9 �' 3
4. Irrigate as necessary to optimize plant growth. 2. Cheek dam shelf be placed at tM beginning of the bermciagran sod section and spaced thereafter to
at the Interval shown In tie table. O f y y /2 (0I 3
Dam =
3. Cheek Dashe# be constructed in corrgilance with the detail on this sheet with nw rumption SEAT. 4 4 SEAL 9 p E
that washed awns on tie faro of the darn is not required. 9499 (e) ` \ V = o
Go
This tMawin9 is the property of HDUSTON and ASSOCIATES, P.A.and F'VOINEEP 6, rLP �� FINAL D RAW 111 V +�- J 4-) rn
cn
is not be reproduced in thole or in part without Witten permission from
�� M. �9NpA NOT RELEASED FOR CONSTRUCTION (D
HOUSTON and ASSOCIATES, P.A. C)Copyright 1997 L ;a ,°; X m
ALL RIGHTS RESERVED
N G O U

TOP OF CURB --,,,,SLANTED SPAIIA BARS (DIRECTION OF FLOW
'. .
"`IIP FITTINGS
CMP
DRAIN I SLOTTED DRAIN
I
I
i
BEND
CMP
CURB
I
90' BEND i CMP
SLOTTED DRAIN
1 1/2 SACK/ C.Y. CEMENT STAB.
SAND PORTLAND CEMENT FIELD
MIXED WITH SAND. OR #57 STORE
I / UNDER ROADWAY (TYP.)
PLAN VIEW
CWP
(SEE PLAN FOR SIZE)
VEGETIVE
TABLE FOR LENGHTS REQUIRED
PER MANUFACTURE RECOMMENDATIONS
SLOTTED DRAINS SHALL BE 14 GAGE CORRUGATED GALVANIZED
STEEL TYPE 2 CONFORMING TO ASTM A 760. AS MANUFACTURED
BY CONTECH CONSTRUCTION PRODUCTS. INC., OR APPROVED
EQUAL.
CMP
FLARED END
D'STREAM
UPSTREAM PROPOSED LENGTH BASED -.
EFRCIENCY 0
SWALE
ROAD
Lim wiff LM RM
LEEI
Bun
i
S-1
1 2.52 1.0
I 1.3 20 20
1
99
97
S-4
4.08 1.0
1 3.8
20 40
96
99
S-5
3.31 1 1.0
0.8
20 1 20
98
99
S-8
1.00 1 1.3
3.5
20
20
100
92
S-9
3.66 1.0
4.4
20
40
97
98
S-20
1.86 1.7
0.9
20
120
96
100
S-21
1.91
1.0
1.9
20
20
100
94
S-23
1.57
1.0
3.4
20
20
100
86
S-30
1.40
0.8
1.2
20
20
100
100
S-32
1.65
1.0
0.8
20
20
100
100
5-35
1.65
2.9
2.5
1 20
26
89
91
S-51
2.40
1.2
1.8
1 20
20
98
92
5-54
4.36
1.1
0.8
20
20
93
98
NOTES:
1. All longitudinal slotted drains shall be 12'.
2. Calculations are based on CONTECH documentation. (Lr = 4.762'OA.427'SA.305'ZA.766)
3. A weighted 'Z' value is used based on an average spread = 3'.
4. LEFT and RIGHT are based on following the direction of the roadway stationing.
S. 010 for LEFT and RIGHT are estimated based on applying a'visual proportioning' factor
to the total 010 for the downstream swab.
This drawing 1s the property of HOUSTON and ASSOCIATES, P.A.and
is not be rwoexed in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A. @copyright 1997
ALL RIGHTS RESERVED
.....................................................................
GUTTER LINE
3/8' EXPANSION BOARD
................ ..................................
T
BUTTER ABC
THICKENED EDGE SECTION
TYPICAL ALL GONNECTTONS
0W 0.00' ATCH FACE
I
I
w
w �w
I�
Z I�
0
U J
I<
t-
.-.1.�-. ._._ ._.-._._.-.-
j U) -TRANSITION
l0C
U
la
l�
Q
I�
I�
�r
............................... I ..........................
TCH BACK
SPILLWAY
- - PLAN VIEW
TRANSITION M• • TRANSITION
L:]R LRRB•- TOP OF CURB
•G11�1'�fi L�f1E
'i« r]'i«^5«4«4« r«ry«4«y«y«^y«y«rr«4«9«4«T4.lri«4« r«4«rr. ^ r«5«4«r«y«y«p«¢«•
DATA TABLE FOR SL91TE9
TRANSVERSE CROSS
DRAINS AT
DRAIN LOCATIONS
Down-
Slotted
Stream
Swale I.D.
Drain
Size (in.)
S-7
12
S-10
12
S-11
12
S-25A
12
S-258
18
S-36
15
CURB OUTFALL SECTION
_1' DEPRESSION
0
--.9000 PSI CONC TE
71/2 AC
i4 REBAR If243 O.C. 4 - t4 REBAR•
EVENLY SPACED
GUTTER SECTION
6
r\r, . 4
2.500 PSI CONCRETE �•`�r•�',`'Cr'�`r"r`'�A4� �:`!;,",`; } -�
CONCRETE SPILLWAY SECTION
RIGHT ISOMETRIC
TRANSVERSE CROSS DRAIN
NTS
..........&UTTER.LINE........... -0.50' '
e' r-0.00- 11 0
BUTT
i
i 7F
SUTTER •.• ABC .
THICKENED EDGE SECTION
TYPICAL ALL CONNECTIONS
i
i
-MATCH BACK
ONCRE
-0.50'0.�
00' t 0.00'
PLAN VIEW
SECTION VIEW
. 1" DEPRESSION
SPILLWAY
'is.'.: ice' r. fO J:: ;Oili.Oy}�y?�G �i�'i. i. •: A:.`��� nr. . ..r. . .•.•.•.•
2.500 PSI CONCRETE ` \ j`r:+•:ram\r'�q� �� :�'Q'�i�:0rr,.),y}�i��%
CONCRETE SPILLWAY SECTION
CURB BREAK
NTS
END SECTION
PLAN VIEW
SLOTTED DRAINS SHALL BE 14 GAGE CORRUGATED GALVANIZED
STEEL TYPE 2 CONFORMING TO ASTM A 760. AS MANUFACTURED
BY CONTECH CONSTRUCTION PRODUCTS. INC., OR APPROVED EQUAL.
I _
FACE CURB BEYOND 1 3/4'
-_-----------
712'
3•
i4 REBAR ! 24' O.C.
SLOT DRAIN
CURB OUTFALL SECTION
DEPRESSION
-1/2' DROP ! LOW END
----------------
3000 PSI CONCRETE
GUTTER SECTION
1 1/2 SACK/ C.Y. CEMENT
STAB. SAND PORTLAND
CEMENT FIELD MIXED
WITH SAND
lit
r _ _ _ _
. «$:^. i�4. ri�!i�:,`:�r,`\.Q.. •-r,t�.1. 1•�,•,•,•,. . . .
•,•,• LARED END SECTION
BUTT JOINT ' �r�P�''.�j!!�,:, g2vCr.F ..
2, 500 PSI CONCRETE '•• %•k\!�.,:'�,\
7SLOT DRAIN
}--
CONCRETE SPILLWAY SECTION
r,
TRANSVERSE CROSS DRAIN WITH SLOT DRAIN
NTS
FINAL DRAN NUG
NOT RELEASED FOR CONSTRUCTION
0M
4-
0
NI
C)
C)
L
C!)

WRAP ALL JOINTS IN NON -RIGHT -OF -NAY INSTALLATIONS
TYPICAL HDPE PIPE CONNECTION
NTS
CONTRACTOR TO ARRANGE VANES TO CAPTURE
MAXIMUM FLOW TO MULTIPE INLET INSTALLATIONS
OR AS DIRECTED BY ENGINEER
7495 INLET GRATE
TYPE MS RIGHT HANG GRATE
TYPE M2 LEFT HAND GRATE
OR APPROVED EQUAL
5' TRANSITION
SEAL WATER -TIGHT BETWEEN -�
PIPE AND CATCH BASIN
PRECAST CONCRETE SUITABLE
FOR H-20 TRAFFIC LOADING
PLAR V>�W
PRE AS 0-EN
5' TA"IT @l
CRUSHED STONE
:a.•:
-----------------------------------------------
COMPACTED SUBGRADE
ORCTM
TYPICAL DOUBLE ROLL CURB CATCH BASIN
NM B �
r-----------I
I I
I o o
I
PRECAST CONCRETE �.---------n---1
n
r
1
1
1
1
1
1
1
_
B
PLAN VIEW
MANHOLE
TYPICAL CUL-DE-SAC
NTS
FLAN
SECTION A -A SECTION B-B
TYPICAL METHOD OF ENDING CURB AND GUTER
NTS
M
I
ea
�aae��s
NEENAH INLET GRATE
R-3501-TR RIGHT HAND GRATE
R-3501-TL LEFT HAND GRATE
OR APPROVED EQUAL
A
A
CONTRACTOR TO ARRANGE VANES TO CAPTURE
MAXIMUM FLOW TO MULTIPE INLET INSTALLATIONS
OR AS DIRECTED BY ENGINEER
1 1
1 CRUSHED STONE i
I
1 1
1 1
COMPACTED SUBGRADE
SECTION A -A
STANDARD JUNCTION BOIL
NTS
This drawing is the property of HOUSTON and ASSOCIATES, P.A.and
it fat be reproduced in Whole or in pad witlMut written Wsission fry
HOUSTON and ASSOCIATES, P.A. ©Copyright 1997
ALL RIGHTS RESERVED
PRECAST CONCRETE SUITABLE
FOR H-20 TRAFFIC LOADING -�
SEAL WATER -TIGHT BETWEEN
PIPE AND CATCH BASIN
B
PLAN VIEW
PIPE
Ii 1i 1i li li 1i li Ii li
ul�liiiunliuu
III�11111�I�I�1111
-----------------------
COMPACTED SUBGRADE
SECTION B-B SECTION A -A
FOR 'ON GRADE" INLET INSTALLATION
TYPICAL ROLL CURB CATCH BASIN
NTS
A
R/W
6'
2'
SHOULDER
1' PER FOOT
MIN. SLOPE
TIE TO 6: 1 4
EXISTING
GRADE MAX. SLOPE
TYPICAL FILL SECTION
.03 PER FOOT .03 PER FOOT
COMPACTED SUBGRADE/
6" ABC OR 9" STBCJ
I-2 BITUMINOUS CONCRETE
TYPICAL ROADWAY SECTION
NTS
NOTES.
1. CONCRETE SHALL BE 3.000 P.S.I.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
3. FINSH ALL CONCRETE WITH CURING COMPOUND.
TYPICAL CURB & GUTTER DETAIL.
NEENAH R-3510 INLET GRATI
OR APPROVED EQUAL
PRECAST CONCRETE SUITABLE
FOR H-20 TRAFFIC LOADING
SEAL WATER -TIGHT
PIPE AND CATCH
PIPE
NTS
PLAN VIEW
REG
R 7%7 -
CRUSHED STONE
w L.iirL-----------------------
COMPACTED SUBGRADE
SECTION B-B SECTION A -A
FOR SINGLE 'SAG" INLET INSTALLATION
TYPICAL ROLL CURS CATCH BASIN
NTS
I
fY2' I-2
6" ABC OR
9" STBC
4
R/W
6'
MAX. SLOPE
SHOULDER 3: 1 TIE TO
i' PER FOOT EXISTING
GRADE
6: 1
MIN. SLOPE
SEE CURB DETAILS
TYPICAL CUT SECTION
-
I.D.
SIZE (IN.)
INVERT ELEV.
JCL
(FT. MSL)
-OUL
SD- 1
36
17.0
15.0
SD- 2
30
19.0
17.0
SD- 2A
12
21.0
20.5
SD` 3
30
20.5
19.0
SD- 4
18
22.0
21.0
SD- 5
18
27.0
22.0
SD- 6
18
29.0
27.0
SD- 6A
12
30.0
20.5
SD- 7
18
30.0
29.0
SD- 8
is
31.5
30.0
SD- BA
12
32.5
32.0
SD- 9
12
32.0
31.5
SD- 10
24
24.0
21.0
SD- 11
12
25.0
24.0
SD 12
15
29.0
24.5
AN pips OW be smooth wall HOPE suitable for use under H2O live
beds. Pipe shall be laid on grade
on a layer of mush stone, gravel or
compacted sand baCldal material.
Bedding and backllll material shot
be compacted in 6-Inch layers urder the haunches, around the sides
and above OM
ELEVATIONS
MSL1
TCP
CUB
INLET GRATE
MINAdUM
PERIMETER
MINMAUM
OPEN AREA
I.D 010
fCFS1
INVERT
I
IN
(Ff.
OUT
(FT. MSL)
(FTI
fSFI
J13-1
(n/a)
17.00
(n/a)
17.00
21.00
(n/a)
(n/a)
CB-2
3.5
19.00
2a.20
10.00
24.52
5.54
1.15
CB-2A
3.5
(n/a)
(n/a)
21.00
24.62
5.54
1.15
JB-3
(n/a)
21.00
30.00
20.50
25.05
(n/a)
(n/a)
C8-4
2.6
22.00
(n/a)
22.00
26.45
4.11
0.85
CB-5
1.8
24.80
26.40
24.80
30.61
2.85
0.59
JB-6
(n/a)
29.00
(n/a)
29.00
35.45
(n/a)
(n/a)
CB-6A
2.3
(n/a)
(n/a)
26.60
30.61
3.64
0.76
CB-7
1.5
30.00
31.40
30.00
35.61
2.37
0.49
CB-8
1.3
31.30
(n/a)
31.05
35.43
2.06
0.43
CB-8A
2.7
(n/a)
(n/a)
31.60
35.60
4.27
0.89
CB-9
3.7
(n/a)
(n/a)
31.50
35.43
5.85
1.22
CB-10
3.2
24.00
(n/a)
24.00
28.24
5.06
1.05
CB-11
3.7
(n/a)
(n/a)
24.24
28.24
5.85
1.22
CB-12
7.2
(n/a)
(n/a)
29.40
32.49
11.39
2.36
NOTES: 1.
Catch Basins are identified by the downstream storm drain identification.
2.
INVERT
-IN elevations are dated in clockwise direction from
invert out location.
3.
See Plan View and Storm Drain Data Table for size and location of pipes connecting
to catch basin.
Minimum Perimeter = 010/(Cw'H^(3/2)) Where: H = 0.4' - MO M,
Cw = 2.5
Minimum Open Area = Q1 O/(Co•(2g'H)M1.5) Cc = 0.6
O
0�
FINAL DRAWING" N
NOT RELEASED FOR CONSTRUCTION N

DETECTABLE TERRA TAPE D IS TO BE
-'-
_.. _ .. ...._,
INSTALLED APPROX-
FOOT DIRECTLY OVE
) .DT S:'
1. BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL OR FROZEN
EARTH.
2. BACKFILL COMPACTED TO:
A. 95% MAXIMUM DRY DENSITY UNDER ROADS, DRIVEWAYS, OR
SIDEWALKS.
B. DENSITY BEFORE DISTURBANCE OR 90%MAXIMUM DRY DENSITY,
WHICHEVER IS LESS, IN LOCATIONS NOT COVERED ABOVE.
3. BACKFILL COMPACTED IN MAXIMUM OF 8" LIFTS IN AREA 1 AND
MAXIMUM OF 6" LIFTS IN AREA 2.
4. AREA 3 CONSIST OF SAND, GRAVEL, OR NATIVE SOIL WHICH IS
FREE OF ROCKS, FOREIGN MATERIALS, FROZEN EARTH OR
ORGANICS. WHERE NATIVE SOIL IS DETERMINED ADEQUATE BY
ENGINEER, NO EXCAVATION BELOW BOTTOM OF PIPE IS REQUIRED,
(i.e., AREA 2 WOULD EXTEND TO TRENCH BOTTOM).
REFERENCE TO DENSITY BASED ON STANDARD PROCTOR AS
DETERMINED BY AASHTO T - 99 (ASTM D - 698).
TRENCH BACKFILL
NTS
AS NOTED ON PLANS 1
EXISTING ROAD
ROAD SHOULDER
• vvv!\
v
2i
SEETRENCH
io SACKFILL DETAIL
NEW WATERLINE
PIPE WIDTH PLUS 24, 'I
TYPICAL TRENCH SECTION ON ROAD SHOULDER
NTS
EXISTING GRAVEL ROAD
6" MIN 1•M1•Y•,.y% ,1ti•ti•Yti1V•S•ti•ti••,.ti.L•ti1ti•L•ti:Y :i,,•ti•1.: :KK•Yt,Y
UNDISTURBED SOIL
COMPACTED BACKFILL Cis
(SEE SPECS) y
NEW WATERLINE
IMMEDIATELY UPON COMPLETION OF WATERLINE ,,\,,\,\o.;,.•,,q,y�•
_ INSTALLATION, GRAVEL OR MARL ROADS ARE
ARE TO BE LEFT IN A CONDITION AS GOOD OR RENCH WIDTH
BETTER THAN THE PRIOR CONDITION. (SEE SPECS)
TYPICAL TRENCH SECTION ON GRAVEL ROADWAY
NTS
6" M.J.
2" BRASS NIPPLE
M.J. PLUG TAPPED 2'
2" GATE VALVE WITH FIPT ENDS
(SEE VALVE AND VALVE BOX)
---2' SCH. 40 FIPT X SLIP PVC ADAPTER
2" SDR 21 PVC
- _ BRA
SS NIPPLE
MECHANICAL JOINT PLUG TAPPED 2" WITH GATE VALVE
N"15
EXIS1
PEAGRAVEL
WATERLINE
3TH OF ENCASEMENT TO BE
AL TO CULVERT O.D. PLUS 2'.
WATERLINE UNDER CULVERT
PIPE SHOUW tlC w IN"m
USE'RIPRAP FOR EROSION CONTROL AS NEEDED
WATERLINE OVER CULVERT
TYPICAL CULVERT CROSSINGS
NTS
PROVIDE BARREL EXTENSION SECTION AS
REQUIRED FOR PROPER VERTICAL ALIGNMENT
BURY
6" GATE VALVE & VALVE BOX
BACKFILL
w
(SEE VALVE & VALVE BOX DETAIL)
n
STONE
W
.a
(7 C.F. MIN.)
T>
WEEP HOLE TO
r•r•r
r?{?1?{
n 7
:�, BLOCKING
1 �-18"MIN.
•
REMAIN OPEN �
}.r r•r
?••L•
•?'}rr�i;
Si)1R
3/4" THREADED GALVANIZED
STEEL TIE RODS WITH : r1ryr BL
?:iyr
'. EYE BOLTS (4 TOTAL) � ti•ti .!
r
NOTE: THE TEE IS NOT A PART OF THE FIRE HYDRANT
ASSEMBLY FOR BIDDING PURPOSES
FIRE HYDRANT ASSEMBLY
NTS
FOR USE IN PAVED AREA OR USE IN UNPAVED AREAS
PAVEMENT 12" CASTING 12"'
6"
6" OR THICKNESS
OF BASE MATERA
CONCRETE COLLAR
CONCRETE COLLAR (3000 PSI MIX)
(3000 PSI MIX) OR APPROVED
PRECAST COLLAR
VALVE BOX
VALVE BOX SHOULD NOT
GATE VALVE CONTACT VALVE OR MAIN.
PLACE PEA GRAVEL UNDER
BOX FOR SUPPORT.
BLOCKING MIN.-0 CONCRETE SHALL TOUCH BOLTS
BEARING AREA = 1 FT SO. _�\ r, OR GLANDS. WRAP BOLTS &
\] GLANDS W1 PLASTIC
VALVE AND VALVE BOX
NTS
1 1/2" 1. 2 ASPHALT OR EXISTING THICKNESS
CUT IN ASPHALT
TO BE SAWED l2J I12" EXISTING ASPHALT
•r•r•r.r•r•r•r•r•r ..
4
\ ♦ r
ti•t •r •r• i
\ •r •r•r •r•r •r•r•r •r•r•r . , .
.ti.1 r
1.1.1
.ti.y
r•r•
•r•
AGGREGATE BASE COURSE #7 STONE ::.`....,..\ ..... \..`...... ? ...\' .`;:::::•::�::�::•::�:. ............. .....
COMPACTED TO 100%DENSITY
�q • Ey "• `-2"BRASS CAP
COMPACTED BACKFILL i� ' T' BRASS NIPPLE
2" SCH. 40 FIPT X
(SEE SPECS) VALVE BOX
(SEE VALVE &VALVE SLIP PVC ADAPTER
NEW WATERLINE ,\, '!�''% BOX DETAIL)
TRENCH WIDTH T' SCH. 40 PVC PIPE
(SEE SPECS) GATE VALVE
OPEN CUT & PATCH FOR BITUMINOUS SURFACE AREAS W/ FIPT
REPLACE CONCRETE 3" THICKER NTS 2" SCH. 40 PVC PIPE :;:,„ 2" SCH. 40 PVC
THAN CUT PAVEMENT ISTING CONCRETE DRIVEWAY ?, �� 90°BEND
. ..• ,... •.... � THICKNESS OF CONCRETE -'•
'• =' '' ' ' ' '' '''''''' TO BE DETERMINED IN FIELD T' SCH. 40 FIPT X SLIP THRUST BLOCKING
' =` ::=. :=. �•=. •:i!:::;:+:::::. •:.`:.'.:..,aa'laa'..: na.ao4: 2.. BRASS NIPPLE PVC ADAPTER
umia:. lal. 1. iva�al. 1p\ (EACH SIDE)
8" STONE MEETING NCDOT SPECIFICATIONS FOR ABC A`�' •r}i3i'??iiyr� Vie`.,!`
TSTONE, TYPE B OR C, TO BE COMPACTED TO 100% DRY
DENSITY OR AS DIRECTED BY ENGINEER
COMPACTED BACKFILL '�
y� ,.. NOTE: SEE SPECIFICATIONS FOR DISCUSSION
(SEE SPECS) OF VALVE & VALVE BOX SUPPORT IN
SOILS OTHER THAN LOOSE DRY SAND
NEW WATERLINE
`TRENCH WIDTH BLOWOFF ASSEMBLY
NTS
(SEE SPECS)
OPEN CUT & PATCH FOR CONCRETE SURFACE AREAS
mrATTq
m
N
n
COPYCAT TECH SERVICES
EXISTING ROAD
SHOULDER
BACKFILL
(SEE DETAIL) Q
N
ORPORATION STOP
SERVICE SADDLE
SEE SPECIFICATIONS FOR
TAPPING COMPONENTS
--SERVICE LINE TO
METER CONNECTION
(1" 200 PSI CTS)
TYPICAL WATER SERVICE CONNECTION FOR PVC
NTS
3000 PSI CONCRETE 1/2 W
THRUST COLLAR
THREADED GALVANIZED STEEL
RODS WITH 4" X 90° HOOK. SEE
"TIE ROD SCHEDULE" FOR
QUANTITY AND SIZE OF TIE ROD
M.J. CAP
OR OTHER
M.J. FITING
#4 REBAR
L 0� �W 4 2" DID. THREADED TAP -
AND BRASS NIPPLE
FOR T' LINE EXTENSIONS
END VIEW TOP VIEW
THRUST COLLAR SHALL BE FORMED COLLAR DIMENSIONS
USING 1/2" EXTERIOR PLYWOOD
AS PER COLLAR DIMENSIONS SHOWN. SIZE LINE MIN, W MIN, D
4" 6" 18•,
6" S,• 24"
81, 12" 36„
12" is" 48"
16" 18" 66"
THRUST COLLAR
NTS
SEE THRIJST
COLLAR DETAIL
TIE ROD
(SEE TIE ROD EYE BOLT
SCHEDULE) Z
,M.
3' MIN.
NOTE: WHERE SMALL WATERLINE IS 2", A TAPPED
CAP OR PLUG, AS APPLICABLE, SHALL BE
USED.
REDUCER BLOCKING
NTS
TIE ROD SCHEDULE
Pipe
TIE ROD
Dian,
Quart.
Size
4"
2
5/8"
6"
2
3/4"
8•
2
3/4"
12'
4
3/4"
16'
4
7/8"
20'
4
1"
24'
4
11/4"
30'
4
11/2"
NOTE: At tie rods shall be galvanized steel.
CAST IRON READING LID
(HINGED CAST IRON FLAP)
STAMPED"WATER METER"
FINISHED
LOCKLESS CAST IRON FORD 3/4" X 5/8" KENT C700 WATER METER
YOKEBOX WITH DUAL CHECK READING IN U.S. GALLONS
VALVE AND INLET KEY VALVE
(YLHC141-243-RL)
OR APPROVED EQUAL
SERVICE LINE FROM TAP (SEE SPECS.
FOR SADDLE & OTHER REQUIRED
COMPONENTS.) SERVICE LINE
.,..,� TO HOUSE
1" 200 PSI CTS"'•''•'' 3" NO. 57 STONE c•`(i:I
NOTES:
1. INSTALLATION REPRESENTED IS BASED ON BRUNSWICK COUNTY
REQUIREMENTS. REQUIREMENTS WILL VARY FOR INSTALLATIONS
IN OTHER PUBLIC UTILITY SYSTEMS. (SEE SPECIFICATIONS.)
2. WATER METER NOT INCLUDED IN PROJECT UNLESS OTHERWISE
STATED IN THE CONTRACT DOCUMENTS.
3. ON BRUNSWICK COUNTY JOBS, METER TO BE FURNISHED AND
INSTALLED BY COUNTY.
4. 1" WATER SERVICE REQUIRES CAST IRON FORD YOKEBOX NO.
YL111.444-YBL AND FORD DUAL CHECK VALVE NO. HHC81-444.
TYPICAL 3/4' WATER SERVICE ASSEMBLY
NTS
ro,
y = 3" FOR PIPE LESS THAN 1T' AND G" FOR PIPE 12" AND LARGER.
TYPICAL BEND BLOCKING TYPICAL TEE BLOCKING
NTS NTS
so
THRUST BLOCKING TABLE
REDUCER
Blocking
Dimensions
(ft.]
Min. Blocking Vol.
Type Fitt irEg
Pipe Size b
h
s
CF
_(CYl
22112
4"
1.0
0.6
0.5
1
6"
1.5
1.0
0.8
1
8"
2.0
1.1
1.0
1
12"
3.0
1.7
1.5
4
16"
4.0
2.2
2.0
8
1/3
45
4"
1.5
0.8
0.8
1
V
2.0
1.3
1.0
2
8"
3.0
1.5
1.5
3
12"
4.0
2.5
2.0
9
113
16"
5.0
3.5
2.5
20
314
90 & Tee
4"
2.0
1.0
1.0
1
6"
3.0
1.5
1.5
3
8"
4.0
2.0
2.0
7
1/4
12"
5.0
3.6
2.5
20
3/4
J
16"
6.0
5.4
3.0
43
12/3
M.J. TIE ROD BRACKET
NTS
MECHANICAL JOINT
TIE ROD BRACKET
DIMENSIONS
e �
Main
A B
C D E
F
R
Angle
16"
8 7/8" 5 1/8"
5 1/4" 10 1/2" 1"
2"
10.5"
150
20"
10 15/16" 5 318"
5 5/16" 10 5/8" 1 1/8"
2"
12.75"
12.850
24"
13 1/16" 5 11/16"
5 7/16" 10 7/8" 1 3/8"
2"
15.0"
11.250
30"
16 1/8" 6 1/2"
5 11116" 11 3/8" 1 5/8"
2"
18.44"
100
NOTE: Tie bolts may be used for pipe sizes less than 16".
0
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1
LJ Q
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0
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o
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A°
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LO
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GENERAL. BLOCKING NOTES:
L Concrete shall have a minimum 28-day strength of 3,000 psi.
2. Blocking dimensions and volumes presented in the -=UST BLOCKING TABLE" are based
on a soil bearing capacity of 2,000 psf. Where the actual soil bearing capacity differs from
this value, the Engineer shall determine revised dimensions and volumes for the
Contractor's used in constructing the blocking.
3 Concrete testing shall be subject to Paragraph 5.6 of the Specifications, with the exception
that the number of cylinder tests shall be based on an average of approximately I per 4
blocks poured. Should any test fail, additional tests may be required by the Engineer at the
sole expense of the Contractor.
4 Concrete shall be from an approved ready -mix plant unless job -mixed concrete is co
specifically approved by the Engineer on -site.
5 The back of the block (thrust bearing area) shall be against undisturbed soil. Q
g
6 All fittings and accessories shall be wrapped with 10 mill polyethylene prior to pouring G) I
x
blocking. no concrete shall be placed which will prevent the disassembling of adjacent N
03
m
joints. Should concrete come into contact with any nuts or bolts, the pouring operation
= 4 T
shall be immediately stopped, and the affected area be thoroughly cleaned to insure
N m
m
proper bolt and nut operation. m
Y
This drawing is the property of Houston and Associates, P.A. and
v o m
is not to be reproduced in whole or in part without written permission
1997 v/
from Houston and Associates,P.A. © Copyright

TOPS STAMPED MIN. 12" OIA. CONC. OFF CAST IRON
SEWEfl' OX W/ TOP STAMPED SEWER".
1' TO 2' SLIP X MIPT SCH. 40 PVC ADAPTER 1• TO 2' SLIP X MIPT SCH. 40 PVC ADAPTER STORM CULVERT
(TYP) AND THREADED PVC CAP (TYP.) AND THREADED PVC CAP
NEW UTILITY LINE
MIN. 12' DIA. CONC. OR 2' BRONZE GATE VALVE WITH MIPT X PEA GRAVEL ENCASEMENT UNLESS
CAST IRON BOX (TYP.) SLIP SCH. 40 PVC ADAPTERS (TYP.) 2' BRONZE GATE VALVE WITH MIPT CONCRETE SPECIFIED ON PLANS.
X SLIP SCH. 40 PVC ADAPTERS. SEE "CONCRETE SUPPORT SADDLE
• DETAIL' WHERE CONCRETE REQ'D.
0
' `a 'ai:+r::r:: r..a:`:•t I :s:r.';r.;•i::i:. CONTROL PANEL IN NEMA 0 ENCLOSURE,il :r'••":
MOUNTED TO SIDE OF BUILDING ;i.GRAVEL
6:•rRAVEL •.
�'li`::::::r::r::Y •'r:iii:'+` iu EW UTILITY LINE
MEMA 4X JUNCTION BOX REMOTE FROM PUMP STATION AS REO'D. WHEN 2' 45' BEND r.'.'. — — — — — — — — — — — — — ?4-
STOPUMP LEADS AND/OR FLOAT WIRING CANNOT BE EXTENDED TO CONTROL - 2' SCH. 40 PVC (TYP.)PANEL WITHOUT SPLICING. JUNCTION BOX SHALL BE MOUNTED TO SIDE OF HOUSE OR ON SUITABLE SUPPORT (4 X 4 TREATED POST OR APPROVEDMIN. 1/2 CF OF ;;;:{;.:};:;,EQUAL) ADJACENT TO PUMP STATION. REGARDLESS OF LOCATION, 2' SCH. 40 FIPT X SLIP CONC. BLOCKING` r JUNCTION BOX SHALL BE AT LEAST 12" ABOVE GRADE. r•"'`' RM CULVERT N
PVC ADAPTER 2' 45' BEND :+::•:.. ;..:•...>:. •:..; .:>:••::•:•i•:•
FIBERGLASS BASIN .J. TEE TAPPED 2" (TYP.) —r•
2' BRASS NIPPLE
/WITH SEALED TOP %' -- ' �'`• WIN. 1/2 OF OF LENGTH OF ENCASEMENT TO BE ¢
—CONC. BLOCKING EQUAL TO CULVERT O.D. PLUS 2'.
i NOTES:
w
T
SPLICING OF WIRES / I 1. VERTICAL PIPE AND ALL FITTINGS SHALL BE SCH. 40 PVC UNLESS OTHERWISE NOTED.
io Z. SLOPE FINISH GRADE TO DRAIN AWAY FROM BOX. UTILITY UNDER CULVERT UTILITY OVER CULVERT wrnnAAa
OWED INSIDE BASIN — — - —- —� —'—'-- 3. PROVIDE SCH. 40 PVC REDUCER AS REQUIRED FOR TERMINATING PRESSURE SEWER P, ��S
GREATER THAN 2'. AT LEAST ONE FULL JOINT (NO SHORT SECTIONS) OF PRESSURE nn
SEWER SHALL BE INSTALLED DOWNSTREAM OF REDUCER. P f�vy
TYPICAL CULVERT CROSSING DETAILS
m 1 NOTES.
L SLOPE FINISH GRADE TO DRAIN AWAY FROM BOX.
o L WERE PRESSURE SEWER IS 3 OR LARGER TEE SHALL BE N.J. WITH 2- TAP. TYPICAL END -LINE PRESSURE SEWER CLEANOUT DETAIL NITS
2 =� a
1 1/4' BALL VALV= 2' SCH. 40 PVC TEE WAY BE USED FOR 2- PRESSURE SEWER.. NTS
S. IN -LINE SHALL BE LOCATED APPROXIMATELY 2'! FROM ADJACENT
f 1/4" DISCHAR;E FLANGE ECL=Q ¢
1 i/4' SCH. BO PVC UNION it z QP
—' TYPICAL IN -LINE PRESSURE SEWER CLEANOUT DETAIL
yPy
NTS
1 1/4' SCH. I i
FROM HOUSE 40 PVC I NONCORROSIVE LIFT z
'
PLUMBING m vvAw CHAIN OR CABLE m O
FOR USE IN PAVED AREAS FOR USE IN UNPAVED AREAS
— - — — i c PAVEMENT 2, CASTING 12'
3 1/4' SCH. 40 PVC 1 1/2 +r �!, 5 DETECTABLE TERRA TAPE D IS TO BE
ALA M I rt INSTALLED APPROXIMATELY TWO (2)� • • . • 1{ • f �' L �I•
FOOT DIRECTLY OVER ALL PVC PIPE. •,l '� UNDISTURBED O
1 1/4' SWING 41/2' •r '.j EARTH
6' cf ! NOTES: N •fir v�/ U
... J
CHECK VALVE 12•* TO SERVICE LINE r e+/+ru+/+r:,/ y+r+ w•. ru r+/uu+i� — <` Qn`i ++r+u++r• .I. i�r�4 Y =
I 12' N / VALVE BOX 'uZyn�+r�rar.+/�:r.+rnra �+/rx +r ........ I-
E .� POURED IN PLACE 1. BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL OR FROZEN y�/• ��+� A
�- ¢
�,-.�T,--�-,� POURED IN PLACE CONCRETE COLLAR EARTH. �'/ +ei+` j. C O
c CONCRETE COLLAR (3000 PSI NIX I Zj 1 W (3000 PSI NIX I 2. BACKFILL CDMPACTED TO: V1/2' X 1 1/4' SCH. OR APPROVED y` ;.;j L (D z
PRECAST COLLAR A. W95%AL MAXIMUM DRY DENSITY UNDER ROADS, DRIVEWAYS, OR .; r• ;;:i Z
I..;. ,I 40 PVC REDUCER s SIDEWALKS. t: ;; ,;: — Q 0
OFF
NOTE . r. r
J
O
B. DENSITY RE 0 STU BEFORE DISTURBANCE OR 90X MAXIMUM Y B M IRA M DR DENSITY
c To THEo
T aNHEcnoN V HAVE F.I.P. THREADS. I. 2' SATE VALVES SHALL / GRINDER PUMP V V R E AL E BOX
WHICHEVER
Z
RICHE ER I LESS, IN LOCATIONS N T V V F .P.T. X S L0 CO ERED ABOVE.
WITH BRASS NIPPLE AND SCH. 40 PVC .ID t�
SHALL BE MADE IT'•ti'•: /•
PIPE.Z::' C !A� � Y
SEE SPECIFICATIONS) P ADAPTEPS.
i.'. •:� ( L saiE vALves GREATER THAN z' SHALL BE MECHANICAL JOiwr. 3. BACKFILL COMPACTED IN MAXIMUM OF 8" LIFTS IN AREA 1 AND AREA 1
I; • 12' MAXIMUM OF 6' LIFTS IN AREA 2. ` i •;:;: ; ¢ �M ul
CONCRETE FOR ) / / .......... ,•••+w:`i •' .+r, i+: tii�C`SQ+�•: y:• -"' �:?.:•7 :' ? z
FLOATATION CONTROL L AREA 3 CONSIST OF SANG GRAVEL, OR NATIVE SOIL WHICH IS 'r;r r�`iy' "•`�`:�cCy�":: 2 w m
�• • • • FREE OF ROCKS, FOREIGN MATERIALS, FROZEN EARTH OR N
... '.'.'.'.'.'.'. PUMP STAND BY W ORGANICS. WHERE NATIVE SOIL IS DETERMINED ADEQUATE BY - °-
VALVE BOX SHOULD NOT C]
PUMP SUPPLIER GATE VALVE CONTACT VALVE OR MAIN. ENGINEER, NO EXCAVATION BELOW BOTTOM OF PIPE IS REQUIRED, (n y
i PLACE PEA GRAVEL UNDER (i.e., AREA 2 WOULD EXTEND TO TRENCH BOTTOM). Z
�
AREA 2 S:ERSRAL BLOCSIIfIi 110TE8 TlIItUBT BLOCHiNQ SCH8DUL8 Q Q o PEA GRAVEL BOX FOR SUPPORT. t REFERENCE TO DEITS ITY BASED ON STANDARD PROCTOR AS H
1. ALL BEDR S SHALL BE BLOCKED F T BLOCKING AREA IN SQUARE FEET
DETERMINED BY AASHTO T - 99 (ASTM 0 - 698). 0 THRUST RESTRAINT.
L CONCRETE SHALL BE 3,000 PSI MIN. LINE SIZE r (j �
L CONCRETE FOR THRUST BLOCKING SHALL BE KEPT FAIRLY DRY, THUS LEES— 90' BENDS 4r+' BENDS �.. v
4' AREA 3 MAKING THE CONCRETE WEDGE SHAPE MORE EASILY FORMED WITH THE O
WIDEST PART (BLOCKING AREA) AGAINST UNDISTURBED SOIL. 1/4 1)1
L BENDS FOR PIPE 3' AND SMALLER SHALL BE SCH. 40 PVC fSOLVENT HELD). 0
.....� E � 4 2'— 5. BENDS FOR PIPE LARGER THAN 3- SMALL BE CLASS 50 DUCTILE IRON. 3' U2 1/2 V2 0
7T WHERE DUCTILE IRON FITTINGS ARE USED, NO CONCRETE SHALL COVER ;;
HOUSE PUMPING UNIT DETAIL t. ANY BOLTS OR GLANDS, OR IN ANY MAY OBSTRUCT THE PROPER 4' 1 3/4 1/2
NTS I�•I v
OPERATION OF SAME, AND FITTINGS AND ACCESSORIES SHALL BE WRAPPED
WITH 10 NIL POLYETHYLENE PRIOR TO PLACING CONCRETE. 6' 2 1 1/2 1 ,m
BLOCKING MIN. 7. AREA OF THRUST BLOCKING AGAINST UNDISTURBED SOIL SHALL BE AS
BEARING AREA - 1 FT SO. —#'.'.'.'.' NO CONCRETE SHALL TOUCH BOLTS SHOWN ON THE THRUST BLOCKING SCHEDULE. 8' 4 3 2 7
OR GLANDS. WRAP BOLTS GLANDS N/ PLASTIC G TRENCH CROSS SECTION DETAIL FOR PRESSURE SEWER F--1
VALVE AND VALVE BOX NITSFORCE MAIN THRUST BLOCKING
NTS NTS
¢ VERTICAL BENDS REQUIRED IN THIS LINE TO CUT IN ASPHALT /-1 1/2' I - 2 ASPHALT OR EXISTING THICKNESS • N
PRESSURE SEWER SERVICE NOTES ESTABLISH DESIRED VALVE BOX ELEV, TO BE SAWED �I 12• I / i 12•I EXISTING ASPHALT CV)
Met Tapping: Service saddles for wet tapping of pressure sewer lines shall be Ford Series FS202, or approved equal saddle with (SEE SERVICE LINE VALVE BOX DETAIL) �E—s'I/ �r.� ���•••111
stainless steel band. Outlet threads shall be iron pipe size. Valving mechanism shall be Ford Corporation Stop Series F0500, or
approved equal corporation stop with inlet and outlet being male iron pipe threads. Connection between the corporation stop and I •• •
AGGREGATE BASE COURSE #7 STONE '
schedule 40 PVC service line shall be accomplished using a schedule 40 PVC female iron pipe thread by slip coupling. Where �'.'•i' ""'';:i`•°i ":.!` `�
connection is to be made to 2' pressure sewer line, said connection may be made by cutting into the line and inserting a 2 schedule r
40 tee if said connection can he made while taking the line out of service for no more than 15 minutes. 1 1/2' SCH. 40 PVC 90' BEND COMPACTED TO 100X DENSITY �•'�•"• '•'`'•''r"'•"�� •''" ti _ ^ O
24' X 24' HALLIDAY SIR2424 0)
--ALUMINUM HATCH CAST IN TOP WITH PROXIMITY TO WATER SUPPLY LIES: DISTANCE AS REQUIRED TO COMPACTED BACKFILL
SS HARDWARE OR APPROVED EGUAL Where sewer services cross water supply lines, the sewer line shall be installed a minimum of 18' below the water line. (Conversely, INCORPORATE VERTICAL BENDS TO (SEE SPECS)
where water service lines cross sewer mains, the water line shall be installed a minimum of 18' above the sewer main as noted on ESTABLISH DESIRED VALVE BOX ELEV. W ../u ` ; the Water Distribution System Detail Sheet'.) (SEE SERVICE LINE VALVE BOX DETAIL) r�1
+•Ji�Qq... „h`i6HORT BODY PRESSURE SEWER SPECIAL NOTE: SERVICE LINELo
• `r VALVE WITH 2' NPT INLET, 1/2'SEW VALVE BOX 2. NEW UTILITY LINE
PT OUTLET. VALVE SHALL BE The service for any platted lot shall be installed at the time pressure sewer main serving the lot is constructed. Not tapping for CO
CO
CRISPIN, MODEL VALS20VE
OR services shall be allowed only for areas where lots were not platted at the time adjacent sewer mains were constructed. When any
APPROVED EQUAL. service tap is made, the valve box, gate valve, and meter box shall be installed, and the service line shall be continued at least to the N
right -of -Way line. 1 1/2' SCH. 40 PVC PIPES TRENCH NIOTH
(SEE 9PECS1 CO
4' 0 PRECAST CONCRETE UJ
BLOCKING AS REQUIRED -.f� OPEN CUT & PATCH FOR BITUMINOUS SURFACE AREAS Z Ry MANHOLE SECTIONS
PLASTIC METER BOX W/ NTS O !—rt C.)
1 1,V
2' BRONZE GATE VALVE TOP STAMPED SEWER" d X 2' SCH. 40 PVC TEE IF BRANCH IS 30' OR LONGER. REPLACE CONCRETE 3' THICKER L
2' BRONZE GATE rd X 1 1/2' SCH. 40 PVC TEE IF BRANCH IS UNDER 30'. THAN CUT PAVEMENT %n L
VALVE W/FIPT �12. EXISTING CONCRETE DRIVEWAY
d��vv'//<<'�� Z
2- SCH. 80 BRASS .J. TEE TAPPED 2' �, 2' X 1 1/2' SCH. 40 PVC REDUCER REQUIRED SERVICE LINE 2'
NIPPLES (TYP.) I- "I VL W
z ' BRONZE -�, , ,
'.: ., C TO BE DETERMZNED IN FIELD
x 1 112CHECK VALVE IF BRANCH LINE IS 30' OR LONGER VALVE BOXTHICKNESS OF CONCRETE
I
m NOTE: PIPE AND FITTINGS TO �I_-a0' MAX. ' MAX.
BE 1-1/2' SCH. 40 PVC UNLESS I B' STONE MEETING NCOOT SPECIFICATIONS FOR ABC
OTHERWISE NOTED. SCR. 40 1 1/2' SCR. 40 PVC (BRANCH LINE) E-- STONE, TYPE B OR C. TO BE COMPACTED TO 100% DRY z ^ L
/ Z
PVC ADAPTERS SHALL BE DENSITY OR AS DIRECTED BY ENGINEER �..� in
{•. :•'j;:.7 — PROVIDED AT EACH END OF
?: i / .. .. .. ... -"GRAVEL ..... .. .. .. \.\ COMPACTED SPECS)
AC FILL F
. - z VALVES.
`:, �:.:r::�.%............. .:::.SEE
COMPACTED CRUSHED STONE) TO COLLECTION / \ ! IE SCH. 40 PVC TEE
IN. 1./2 C.F. OF CONCRETE SYSTEM /' .. .. .. .... .... .. .. ... .. .. ...\ FROM WET WELL (ALTERNATE ORIENTATION OF TEE IS WITH RUN IEFITICAL
J NPERPENDICULAR TO BRANCH LINE, I.E. ROTATED BENDS REQUIRED IN THIS LINE TO N
90' COUNTERCLOCKWISE FROM THAT SHOWN.)X
— �_ V J' �.—, �_, T.— NEW UTILITY LINE
RESIURE SEWER MAIN a ESTABLISH DESIRED VALVE BOX ELEV.
¢ (SEE SERVICE LINE VALVE BOX DETAIL) � � 0
AIR RELEASE VALVE DETAIL m
RENCH WIDTH
(SEE SPECS)
Mrs SERVICE LINE VALVE BOX TYPICAL DOUBLE RESIDENTIAL SEWER SERVICE Q CL
Iris NTS OPEN CUT & PATCH FOR CONCRETE SURFACE AREAS � U
NTS _
a�
0
a
24' X 24' HALLIDAY SIR2424
LUMINUM HATCH CAST IN TOP WITH
SS HARDWARE OR APPROVED EQUAL
T
RISPIN S20 2' PRESSURE SEWER VALVE
CRISPIN S30A 2' AIR AND VACUUM SEWER
--VALVE
• 4' 0 PRECAST CONCRETE
MANHOLE SECTIONS
2' SCH. BO BRASS
NIPPLES (TYP.)
2' BRONZE GATco
E
VALVE W/FIPT .J. TEE TAPPED 2'
SOR 21 PVC O 1)FORCE MAIN o
77
co
COMPACTED CRUSHED STONE•-� 2
IN. 1./2 C.F. OF CONCRETE :o.t::?AAz:.'at"a'i::2>w !..: �:,:�?at:a.Ss:F:',?>sa. ...,•'. snss...:e':u:•ti�:e gy. N r fD
FINAL DRAWING 00
;
Q
This drawing is the property of HOUSTON and ASSOCIATES, P.A.and � ya �
N NTS NOT RELEASED FOR CONSTRUCTION HOUSTON anddASSOCIA ES,oP.A. WithoutOCootpyrigehti79906n from t0 o �o U
AIR and VACUUM VALVE and PRESSURE VALVE DETAILis not be
ALL RIGHTS RESERVED
U
4
O
u

STORMWATER, SEDIMENT AND EROSION CONTROL,
w,
BRUNSWICK
TO SERVE
I�
Plantation
PHASE 2
COUNTY,
NORTH
DEVELOPED BY:
PREPARED BY:
HOUSTON AND ASSOCIATES, P.A.
CONSULTING ENGINEERS
117 Pine Street P.O. Box 2927 Shallotte, North Carolina 28459 [phone]
CAROLINA
GENERAL NOTES:
IUPUGRAPHICAL INFORMATION FURNISHED BY:
AERIAL PHOTOGRAPHY.
CONTRACTOR SHALL FIELD VERIFY EXISTING UTILITIES AND SITE CONDITIONS
PRIOR TO CONSTRUCTION, SHOULD ANY ANOMALIES OCCUR, CONTACT
ENGINEER AT ONCE, BEFORE PROCEEDING AT [phone].
FOR UTILITY LOCATION CONTACT "N.C. ONE CALL AT 1-800-632-4949"
GOLF COURSE CONSTRUCTION IS COMPLETE.
CONTRACTOR SHALL INSTALL AND MAINTAIN TURBIDITY AND EROSION CONTROL
MEASURES UNTIL A STABILIZED AND UNIFORM STAND OF GRASS HAS BEEN
ESTABLISHED. PERIODIC REMOVAL OF SILTATION DEPOSITION SHALL OCCUR TO MAINTAIN
TREATMENT VOLUMES AND FLOW OF PONDS AND CHECK DAMS.
GRADES SHALL VARY UNIFORMLY (HORZ. & VERT.) BETWEEN ELEVATIONS AS SHOWN,
SHOULD A CONFLICT WITH UTILITIES OCCUR, CONTACT THE ENGINEER
AT ONCE PRIOR TO PROCEEDING WITH CONSTRUCTION IN THAT AREA.
CONTRACTOR SHALL REQUEST INSPECTIONS A MINIMUM OF 24 HOURS IN ADVANCE
AT [phone].
SHEETINDEX
SHEET NO. DESCRIPTION
1. STORMWATER PLAN
2. EROSION CONTROL AND STORMWATER PLAN
3. SITE TOPOGRAPHY MAP
4. DISTURBED AREA MAP
5. ENGINEERED STORMWATER PLAN, ROAD 11
6. ENGINEERED STORMWATER PLAN, ROADS 11 AND 12
7. STORMWATER DETENTION POND
8. EROSION CONTROL DETAILS AND NOTES
9. PAVING AND DRAINAGE DETAILS
10. PAVING AND DRAINAGE DETAILS - --
rAP! '0"0
MORTH CAROLINA ENVIROWABM
MANAGEMENT COMMISS=
OIVIS-A OF WATER QUAM
qw ►')APk 1998 a-3-
Storm,
YYauilN(t9
N.
SEAL _
9499 _
p gyp,:
M. C04p
nnnut�
i
E C E I V E
OCT 171997 D
PROJ # J 0 11 M 09 MCO
I SEAL =
9816
UJ

11
12
7
13
0
14
5 ICB
SD �
SD-1 SD
15
16
17
34
18
19
30
33
31
32
27
»1:
n
25% D 1 23
24
ff(i$:Sb
��O $
y
FP�P
O
SD-1 A ems_ 8
a ` 3 33
37 2
.. - 3
ORMWATER
TENTION POND �` 2
404� d'
r 1
r. zx
a
s aY a HIS .
't t� a i
f.N
tadteaa * Pia rKa'' 2
r
ENGINEERED STORMWATER SYSTEM
12
SEE SHEETS 5 & 6 OF 10 E AL - AB
FOR DETAILS ON DRAINAGE .0
CULVERT DATA TABLE
Culvert
Q10
Number
Size
Invert (ft. MSL)
I.D.
LCAS
of Pipes
in.
In Out
C-1
31
1
30
22.5 21.5
C-2
24
1
30
12.2 11.2
C-3
19
1
24
28.0 27.5
C-4
48
2
30
33.0 32.0
All pipe shall be smooth wall HDPE suitable for use under H2O live loads. Pipe shall be laid on grade on a layer of crushed
stone, gravel or compacted sand backfill material. Bedding and backfill material shall be compacted in 6" layers untler the
haunches, arund the sides and above the pipe.
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
I
y{-c nJ
R
ems( )'�o
f eG+ r) q iG 47Ik 1N�S
6%
POND
Fl 4 =i y'fiY
14q III r 47 1 146
MIS
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128
1
116
102 �1
FM 101 LOX,
_ MONSOON- VICINITY MAP
�,
�P
0
n
-
1
I
II
I I
=
i y ••�
I
P
STORMWATER SWALE
DATA TABLE
84 g-1
u
It
Swale
B
010
Flow
IE
ItI
gyp..
jff,,t
(4jg1
Slooe
Depth (ft.)
Vel" (foal
85
II 111 N
S_1
0
2.5
0.006
0.6
1.6
I I
1=
S• 2
0
3.5
0.036
0.5
3.4
R y
II 0
S- 3
0
7.4
0.034
0.6
4.1
1
S-1 4
0
58
0021
0.6
3.2
66 �I;4I
11
to
11 D
S 4A
0
23
0.017
0.5
2.3
$ 5
0
23
0.007
06
1.7
'..t
t 1 m.
tf ll
& 7
0
10
0.009
GA
2.7
S-8
0
5.9
0.003
0.9
1:5
87
8 1t
S, 91
.0
6.3
0,034
0:¢
3.9
11
$ 10
0
9.7
0.009
0.9
2.6
Q
$ 1 1
0
.1
0.007
0.9
2.4
119
11
S- 12
0
8 .6
0.014
08
3.
A.
�.
$13
0
•`40
Q01t
0.6
3
2.3
II
$ 14
0
7 3=
0,004
0.9
118
$ 15
2
5.0
0,003
0.9
1.5
$ 16
0
13
0.002
1.3
1.8
yr.
S 17
0
24
0004
06
1.4
piit
II
X
S_ is
0
5.3
0004
08
17
I
Ili
(n
$ 19
0
9.7
0.003
1A
7 8
,1 ar :1 1
z
S- 20
0
3.4
0,004
0.7
1.5
I
O
$ 21
0
3.7
0.004
0.7
1.5
I
to
$ 22
0
9.4
0.004
1.0
1.9
g
S 23
0
5.2
0.009
0.8
7.7
II
IIII
S 24
0
29
0044
0.A
3.5
>
S- 25A
0
8.3
0.004
i G
1.9
K:
$ 25B
0
14
0 008
1 0
2.8
$ 27
0
2.3
0.028
0.3
5.6
II
n
S- 28
0
5.8
0.079
0.5
6.0
II
II
O
S- 29
0
3.3
0.021
0.5
2.8
S 30
0
24
0018
0.5
2.4
$ 31
0
3.3
0.04
0.
28
I I
S1
$ 32 -
0
2.5
0.025
0.55
2:8
o
s-33
0
10
0.006
1.0
2.3
I I
S- 34
0
2.7
0.008
0.6
1.8
11�
S 35
0
5.7
0.005
0.
1.
AY NO. 5
/
S- 36
0
13
0.008
1.0
2.7
�
$ 39
0
2.3
26
0.026
0.4
2:7
/
$46
0
62
0.015
O.7
2.9
$ 47
0
3.3
0.005
0.7
1.6
S 48
0
6.3
0.00
0.6
.3
S- 48A
0
3.8
0.0033
0.6
2 8
2
S-49
0
24
00
0.
1.
S_50
0
2.5
0.026 26
0.33
5:6
S- 51
0
3.0
0.044
0.3
7:.1
$52
0
13
0.015
09
3.4
S- 53
0
20
0.013
1.1
3.6
S- 54
0
2.6
0.004
0.5
2.8
S 55
0
5.2
0.026
0.4
6.7
$ 56
0
5.1
0.032
0.4
7.2
S- 57
0
717
0.003
0.7
373
$ 58
0
3.9
0.002
0.6
2.4
S- 59
0
3.6
0.024
0.5
3.0
S- 60
0
6.8
0.008
0.8
2.3
S- 61
0
6.7
0.005
0.9
1.9
$ 61A :
0
6.7
0.008
0,4
1.5
e
r 5, s
Fri9B�63
62
0
2
2.5
74
0.018
0.002
0.5
7,3
24
1:8
\
! $ 779�i��...
SI
PD E C E I V E r
FEB 2 61998 D
NOTES
1 Where B = 0, sales are triangular.
2 Flow velocities are based on a Mannings n = 0.03.
3 Portions of the channels of Swams S-27, S-28, &50, S.51, &55, and S-56 shall be
armored with rip rap due to high velocities. The remaining portions of the
channel shall be stabilized with bennudagrass sod with intermittent stone check
dams. (See Typioal_Rip-Rap Stonnwater Swale Section' Sheet a 3.)
PROJ #=�i AA.) S"((p I I CJ�J JH J9
I LEGEND
,. TC =- TOP OF CONCRETE CURB
TP = TOP OF PAVEMENT
CR = CURB RETURN ( END RADIUS OF CURB)
F.E.S. FLARED END SECTION
_ HDPE = HIGH DENSITY POLY -ETHYLENE PIPE
TRANSVERSE CROSS DRAIN
'� II { ® CONSTRUCTION ENTRANCE
Y'Q.pQ.U'ZVGS(G✓1 aIrQC{YGZ S -31 - �l�P� S�I� �5'I"�ie� SI���'�S • STONE CHECK DAM
J _® CURB BREAK WITH SPILLWAY
1 m 1v I cct+CV\ �)Oslii Q(� S -3o - 5 iNa Ie not In i � (/ S-q - L 1 00 r S40 VEGETATIVE SWALE WITH IDENTIFICATION
SD4 STORM DRAIN WITH IDENTIFICATION
5_1,z - r\eedS ve�;u�(I+�� �I 5 �3 - S,Nc�iZ vte� t t� � �0. J
p7r�-y�'C£-� �` r(J�J U � CURB INLETS WITH JUNCTION BOX
051�e 5ICeslD��511�10o s-zz-ram s�ra�sc �grCc�
_ Yl� PU --�-� VEGETATIVE SWALE (PLAN & PROFILES)
S no svvclte,
R SUB -BASIN I.D. O
P�pedr-��o,,1 rSt��
1��'� L� r-�� �� V DRAINAGE BASIN BOUNDARY (APPROXIMATE)
�jLX X/ "I�l,�.�Io- Skj
�� S WQ tC e I ��f 10
il 404 WETLANDS 0
r, GRAPHIC SCALE 5��_`l ne-ed C��iSS, f lu c1 - �IOU' ✓ ePc1 �rCt�s i
`bjJ( (� L'CL; 1 - DRAINAGE EASEMENT BOUNDARY (�
zao 0 1oa zoo 400 800 S _& j no S WC,I. -
- "-PC) �as I' �' P `i�`? nePd� bra ss FINAL DRAWINGIN �
1 inch FEE00 ft. S�-i
�G� NOT RELEASED FOR CONSTRUCTION

N
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W,

This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
U
GRAPHIC SCALE
100 2M 400
( IN FEET )
I inch = 200 ft.
►L DISTURBED AREA = 60 ACRES
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
m
c
0
.N
v
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:
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0

CURVE TABLE
CRV. NO.
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD BEARING
CHORD
C-35
368.95'
207.00'
102'07'23"
256.19'
N33'28'40"E
322.02'
C-36
91.01
1163.00'
04'29 01
45.53'
N82'17 51 E
90_98'
37
34'52'25"
250.16
411.00
34'52'25"
129.09
S01'28'21"W
246.32
38
36'29'34"
224.83
353.00
36'29'34"
116.38
N00'39'46"E
221.05
yACNfiy'IC
C.R.
STA: 0+30.82
OFFSET: 11.00 L
TC =25.15
T
SEMEN
�0 � EGET P VE Sw PLE � /y
4
3
2
7' TYP'
SEE SHEET 7 OF 10.
FOR OUTFALL AND POND
CI
5
4
I
�I
DI
z
mI
CB-2
SAG
INLET
N
mI
JB.
STA:
3+53.61
I
W
mIS.D
MANHOLE
M
OFFSET:
.00 L
I
24 52
12" INV =
20.50
I o
m'
7I
STA: 4+19.20
OFFSET: 1.89 L
30"
INV =
19.00
=
IRIM =25.00
18" INV = 21.00
124" 21.00
m
INV =
INV - 20.50
�
I
I30"
g" SDR 21 W 22 L.F. - 121 HD W
CB-2
17' TYP' ��. SAG INLET
STA: 3+53.61
Yr ii L OFFSET: 11.00 R
SUMMIT Q��" TC =24.52
12" INV = 21.00
C.L. STA. = 1+51.63
TC =26.18 C.R.
0
2 - IN LINE C.O.
2 - 2" G.V. w/ BOX
1 - 2" TEE
7
CB-5
INTERCEPTER INLET
STA: 5+87.13
OFFSET: 11.00 L
TC = 30.61
12" INV = 26.40
18" INV = 24.80
on
�1
7' TYP.
W
l ox-1 tit
P.I ROAD 11, SRA. = 4+26.60 �� �R MANHOLE
ROAD 12, STA. = O+OO.CO 2 STA: 7+61.00
A OFFSET: 7.39 L
TC =25.28 S v1 0 18" INV = 29.00
22 L.F. - I " % o
�S CB-6A '� 24
INTERCEPTER INLET 1 - 6" THRUST
STA: 5+87.13 COLLAR
.N OFFSET: 11.15 R 1 - F.H. ASSY.
TC = 30.61 1 - 6' PLUG, TAP 2"
-4 1 - 2" G.V. w/ BOX
INTERCEPTER INLET 12" INV = 26.60 1 - 6" TEE MJ
STA: 4+61.78
LFFSET: 11.15 R
f' =26.45
C.R. 18" INV = 22.00 25
N STA: 4+59.78
OFFSET: 11.00 R
TC =26.39 26
33
10
SUMMIT
C.L. STA. = 8+09.44
11' L & R
TC =36.02
`mow
� T
Yp
22 L.F. - 12" \HD
CB-8A
SAG INLET
STA: 9+07.28
OFFSET: 11.00 F
TC =35.60
12" INV = 31.60
23
jc
11
7
SAG INLET
STA: 9+07.28
OFFSET: 11.00
L
TC =35.60
12" INV =
31.40
15" INV =
30.00
18" INV =
30.00
12
SUMMIT 13
C.L. STA. = 10+10.95
TC =36.11
14
STA: 3+97.55 A PC = 0+8/ v \
% 35 OFFSET: 11.00 R N / CB-8
INLET
0 36 TC =24.52 g f C.L. STA. = 11+33.40, 11-L
�01 CP
-I < TC =35.43
8 1 - 6"x 2" TEE, M.J. 22 12" INV = 31,30
C.R. v 1 - 6" G.V. w/ BOX 15" INV = 31.05
P.I. MAIN ROAD STA. 11+11.21 �y STA: 0+36.13 N 1 - 2" G.V. w/ BOX CB-9
ROAD 11, STA 0+00.00 OFFSET: 11.00 R 1 - 6" TEE, M.J. SAG INLET 03
1 - F.H., ASSY.
TC = 24.82 \ TC =25.20 c I cre = ii� do 11' o ��+39n" NOPv
_ V •N WV
DATUM ELEV
10.00
U ci7
N o = r)
30' INV
20.5Q
? cn q
_
-�
cn 00
0
Ucn'ii
cn o _ °�
U� o r
NANRAL O
GROUND
N
M
to
N
00
U�
N
0
c0
N
(6
N
N
co
N
Ui
N
CC)
4
N
Uf
N
O
N
`-"
00
cV
to
to
r
(6
r7
O
r
n
O
f`
M
O
n
M
O
r_�
M
O
r
M
O
M
O
M
O
N7
U+UU
020191
Zt'JU
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
3+UU 4+UU S+UU 6+00
GRAPHIC SCALE
40 0 20 40 An
( IN FEET )
1 inch = 40 ft.
7+00
8+00
- - - - - NATURAL GROUND LEFT R.O.W.
- - - - - - NATURAL GROUND CENTERLINE
�- - NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
9+00
10+00
11+00
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
I
4---
0
V)

C.R.
STA: 11 +89.56
OFFSET: 31.11 L
TC = 36.05
C.R.
STA: 11 +66.09
OFFSET: 11.00 L
TC = 35.44
D1
100.00, VC
16
SUMMIT
STA: 12+74.81
15 OFFSET: 34.79 R
TC = 36.55
2"
C.R.
ST 12+08.06
OF SET: 11.00 R
TC = 35.85
20
'3
1 - 2" B.O. ASSY.
17 ,
STA. = 12+55.07
TP = 37.00
1 - END OF LINE C.O.
P.I. STA. 12+30.07
ST�: 12+15.84
OF SET: 12.41 R 19
TC = 36.05
LOW POINT ELEV = 35.43
LOW POINT STA = 11+33.40
PVI STA = 11+34.46
PVI ELEV = 35.23
00
ROAD 11
A.D. = 1.62
+
M
_
K 61. 2 40:.� ..
-
U,
h.....
50' R.O.W. .. ......... ... 40
j>
PROPOSED
w
In
w :In
TOP OF CURB r�
PROPOS D TOP OFiCUR6 -
_+0..83�
• ............
:...........
r
:I
o
w
2" SDR 21 IJ
SDR
P.S., BEYmND
2
_21
30.............................
........
......... . ...... I .......................... ,...;30
it I
:I
......................................................I
20......
......... ........
.... ...... ......
III
20
11A
�.....
t. ....
.......
... ..... ..CCD
. ....... ................
I�
_..
.._. _.....
__. :........ :__..._ __
z
N..
Ito.
o '
p��
DATUM ELEV:
v~
10.00
NATURAL
GROUND
O
N
O
M
M
M
12+00
13+00
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
p Copyright 1997
ALL RIGHTS RESERVED
TC =26 4s
18" INV = 22.00
P.I. ROAD 11, STA. _
JB-3
S.D. MANHOLE
5 STA: 4+19.20
OFFSET: 1.89 L
RIM =24.52
18"INV =21.00
_ 24" INV = 21.00
30" INV = 20.50
20 DRq�NAGE
�EASE��NT
24" INV = 21.00 15.00
30" INV = 20.50
NATURAL ,p
GROUND ry
1 - END OF LINE C.O.
10.0'
C. R. CLR
STA: 2+89.97
OFFSET: 34.68 L� I
TC = 33.92
27
26 C.R.
STA: 2+62.37
OFFSET: 11.00 L
TC = 32.25
C.R. °r
STA: 0+34.72 rc
OFFSET: 11.00 L
TC = 26.50
CB-11
on INTERCEPTOR INLET
n n STA. = 1+12.53, 11'L
0 TC = 28.24
0 a 15" INV. = 24.24
2" SDR 21
3
C.R.
STA: 0+30.42
OFFSET: 11.00 R
TC = 26.50
35
ROAD 11
SEE SHEET 5 OF 10
CB-10
INTERCEPTOR INLET
STA. = 1+12.53, 11'R
TC = 28.24
15" INV. = 24.00
34
29
SUMMIT
STA: 3+78.48
OFFSET: 37.52 R
TC = 34.40
33
30
RADIUS POINT
STA. 3+64.61
TIP = 34.80
1 - 2" B.O. ASSY.
P.I. STA. 3+39.61
C.R.
STA: 3+23.74
OFFSET: 12.09 R
TC = 33.93
C.R.
STA: 17.72
c OFFSET: 00 R
33.73
CB-12
DOUBLE
INTERCEPTOR INLETS
STA. = 2+71.31, 11'R
TC = 32.49
15" INV. = 29.00
32
o
co
h
n
(0
c0
O
nJ
N
M
Nj
I�
17
M
M
17
0+00
GRAPHIC SCALE
( IN FEET )
1 inch = 40 ft.
150
1+00
2+00
3+00
NATURAL GROUND LEFT R.O.W.
- - - - - - NATURAL GROUND CENTERLINE
NATURAL GROUND RIGHT R.O.W.
STONE CHECK DAM
31
4+00
O
l�
O
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
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= 3
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kj

A. BURY THE TOP END OF THE JUTE STRIPS IN A .' W
TRENCH 4 INCHES OR MORE IN DEPTH.
X.
�� - f
//� .'
B. TAMP THE TRENCH FULL OF SOIL. SECURE' "''•:."�
Y.'.V
TOP ELEVATION OF STORMWATER .5'
--------------------------------------"`' ,
.//v
WITH ROW OF STAPLES, 10 INCH SPACING. /%/
4 INCHES DOWN FROM-RENCH. .'.'.' '.' '�
'-0•
�1
EROSION CONTROL NARRATIVE
y . .'d.. ./y
#5WASHE MAX. ¢
5TONED
iL
o y
- �gi
CHANNEL SLOPE ::''- 0�0°o�oQaoQj
A. PROJECT DESCRIPTION
J
C. OVERLAP -BURY UPPER END OF LOWER E. OVERFALL w '�' .'.'.'.'.
STRIP AS IN 'A' AND 'B'. OVERLAP FNO .'.�.'.'.'.'_
\
` #1 RIP -RAP
The bluegreen project includes the construction Of a twenty-seven hole golf course,
a 3
z to o
OF TOP STRIP 4 INCHES AND STAPLE.
associated clubhouse and maintenance facilities, residential areas, and associated roadways. The
O W
9Ln
Y `
ExISTINs OR WIDTH OF
ROADWAY `�Aec PROPOSED STREET,
VARIES
different phases of the project necessitate the submittal of several erosion control plans. An
Do
w
X
a,-0.
MHICHEVER IS
GREATER
SECTION VIEW
erosion control plan for the golf course portion of the project and the major roadway systems, titled
M
"Carolina National at Winding River", was approved in a letter from the State dated October 10,
mOD
D. EROSION STOP - FOLD OF JUTE BURIED IN
1996. An erosion control plan for Phase 1 development was approved in a letter from the State
sr
SLIT TRENCH AND TAMPED.
DOUBLE ROW OF STAPLE �
''i' V ' • •Y' _ � , � , � � V. � � '
PLACE STAPLES 1.5
------EXISTING SLOPES
dated April 10, 1997.
N
W
\, TO 6 FEET APART AS
So• MIN.
The current phase of the project, designated herein as Phase 2, includes the construction of
I
REQUIRED TO KEEP
. \ - THE JUTE FIRMLY
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the roadway and associated drainage systems to serve the residential areas within the northwest
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�... PRESSED INTO SOIL.
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NOTE: HEIGHT 6 WIDTH DETERMINED BY
quadrant of the project. The roadway and drainage s stems have been revised from that resented
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'
\ PLAN VIEW
EXISTING TOPOGRAPHY AND
in the previously mentioned approved Erosion Control Plan.
\.�.
SEDIMENT STORAGE REQUIRED
TYPICAL STAPLES
The bluegreen property is located in southern Brunswick County approximately 3 miles
f5 GAUGE WIRE
southeast of Supply. The bluegreen tract composed id of approximately 1,100 acres, the
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„'.'-��
y
EXISTING ROADWAY NEW CONSTRUCTION
¢ #5 WASHED
> STONE
southeastern boundary of which is formed by the Lockwood Folly River. Access to this property
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can be attained by traveling southeast from Supply along NC 211 approximately 2.5 miles, turning
6' MIN. 1-2
south on NCSR 1114, and traveling approximately 1/2 mile to the northern property boundary.
1. 5'
�MIN.
:.• .,:t::'""'`' I
NCSR 1114 passes through the property, as does Sandy Branch.
SECTION VIEW
FRONT VIEW
The Phase 2 portion of the bluegreen project drains to Sandy Branch, a tributary to the
F. PRESS ENDS OF JUTE 4 INCHES INTO THE SOIL
AROUND STRUCTURES AND STAPLE SECURELY.
Lockwood Folly River.
JUTE THATCHING STABILIZATION DETAIL
CONSTRUCTION ENTRANCE DETAIL
TYPICAL CHECK DAM DETAII.
NTS
The current land use of the project area and surrounding properties is primarily woodlands.
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NTS
NTS
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B. SOILS AND TERRAIN
O
S M 191Eae-' STEEL OR WOOD POST
Most of the Phase 2 project area to be disturbed is slightly rolling. Relief ranges from
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INSTALLATION OF JUTE THATCHING IN SWALES
aASTA
approximately 41' MSL to approximately 10' MSL. The Soil Survey of Brunswick County
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InEMMI
WOVEN WIRE FENCING AS RE0'RO.
(SEE NOTE # 6.)
indicates that the most prominent soils within the Phase 2 project area Baymeade. The Baymeade
F--I
WHERE APPLICABLE
SILT FENCE FABRIC
soils are typically well drained fine sands on uplands.
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EXTRA STRENGTH (50 #/1 IN. MIN.) SYNTHETIC POROUS
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Jute thatchingshall be used in swales where the slope exceeds 0.015 (1.5%)
P
MIT. az 1/2 TE FILL SLOPE
Z.
INTERMEDIATE i
FABRIC OF NYLON, POLYESTER, OR ETHYLENE YARNS.
C. EROSION CONTROL MEASURES
0
SPECIFICATION GUIDE
WIRE .; .; ...
m
Land disturbing activities for this project will involve the construction of roadways,
Z
A Preparing a channel and seeding: To prevent meandering lone channel to center to confine low flows to
I I
stormwater swales, and ponds. The runoff from most of the roadways will flow through one or
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the channel where thatching will be laid
GRADE '' MIN. COMPACTED FILL OVER SKIRT■
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more stormwater swales before it is discharged to an adjacent pond or surface waters. One area
A .
o ANCHOR SKIRT WITH MIN 4' LONG
A I ooOOOOOI� I ANMI=
near the center of the project will be drained through a stormwater collection and piping system
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1. Fertilization - Lime and fertilize as specified in "Seeding Schedule". Disk as needed but do rot
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o WIRE STAPLES @ 32' O.C.
a
I ''"'`'`''''"
OOO[��OOO I
before being discharge to a stormwater detention pond. The proposed ponds within some of the
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m�F� REPAIR7 SILT
I �OOO�00�00�
drain<_e areas will provide significant protection for limiting soil loss to adjacent properties. These
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2 Vegetative Sprigging - Plant grass sprigs or similar material before the thatching is put down.00OOOt�OO
WASHED STONEOINELIEULOFES
coMPacreD FILL.I
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ponds will be permanent "fixtures", and thus will serve the site on a continuous basis. Other
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Spacings for lantin may v Su ested maximum is 10 x 20 inches.
planting y vary. Suggested
I � -
erosion_ control features include check dams, silt fencing, construction entrance, inlet protection at
J
FRONT VIEW SIDE VIEW
I I rYP. ¢
curb iniets, and outlet protection at culverts.
O
a Seedlings - Split the application. Sow half the seed before placing the thatching. Plant the remaining
N
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CC
half after the thatching is laid.
I I corn
I
f. Instal] silt fences as shah on drawing and at locations necessary to control siltation of adjacent areas.
I M i O
O
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B. Laying the Thatching: The thatching shall be laid on loose soil after all rocks, clods and sticks have been
picked up that would contact with the soil surface.
2. When woo pasts ars used, they shall be a minim of 3' 1n diameter and 6' in length. Posts shall be creosote or
pentacAloropenol treated southern pine.
3. Hard steel are used, they ag11 be 5' in length be the fastener type.
_ _ _ _ _ _ _ _ _ _ _
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prevent
posts and of self angle
e. Woven sire fencing, nhun required (see Nate # 6). shall confore to ASTM AM for class 3 galvanizing. Fabric shall
<---"TREATED 2 X 4 POST 6 FRAME w
EROSION CONTROL GENERAL NOTES
1. Start laying the thatching from the top of the channel and unroll down grade so that one edge of the
be a minim of 32' aide and have a minim of 6 line wires with 12' stay spacing. The top and bottom wires shall
be 10 gauge, and intermediate wires shall be 12-1/2 gauge. Wire fabric shall be fastened to mod posts with not less
I
Z
0
O Z
strip coincides with the channel center. Lay a second strip parallel to the first on the other side of the
channel and allow a 2 inch overlap. If one roil of thatching does not extend the length of the channel,
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than #g staples f 1/2' long.
5. Filter fabric shall be of nylon polyester, propylene or ethylene War with minim stragth of 30 lb./lin. in., and a
1. All construction activities shall be performed in compliance with the Sedimentation Pollution
P P
continue downhill with additional rolls.
minim 851 filtering efficiency. Fabric shall contain ultraviolet inhibitors and stabilizers.
S. If filter fabric is need with a strength of 6o ib./lin. in. or greater. and the poet spacing N does set exceed 6'. wren
PLAN VIEW SECTION A -A
Control Act of 1973.
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2 Securing the Thatching - Bury the top end of the strip in a trench 4 inches or more deep. Tamp the
wire fencing Is not required. otherwise, wren wire fencing is required, and post spacing shall not exceed 8'.
2. All land disturbing activity is to be and conducted to limit exposure to the shortest
CI: Z
jute
planned
lyj
trench full of soil. Reinforce with a row of staples driven through the jute about 10 inches apart. Then
few;uble time.
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staple the overlap in the channel center. These staples should be 3 to 4 feet apart. The outside edges
TYPICAL CATCH BASIN PROTECTION
may be stapled similarly at any time after the center has been stapled. Closer stapling along the sic-s
NTS
3. 11 construction sites and SCVCIely eroded areas Shall be Stabilized by a permanent vegetative
AH
is required where concentrated water may flow into the channel.
STANDARD TEMPORARY SILT FENCE.
land
IMi��C
Where one roll of thatching ends and another roll begins, the end of the top strip overlaps the trc-a, -;
NTS
cover.
where the upper end of the lower strip is buried. Make the overlap at least 4 inches and staple secure ,.
4. Where it is not possible to establish a permanent ground cover in a reasonably short period of
tiny_- due to seasonal considerations, a temporary ground cover shall be established. The
s Erosion Stops - At any point the thatching may be folded for burying in slit trenches and secured as
La a
temporary cover shall include the planting of annual grasses or small grains. Where the
were the upper ends. This checks water flow and erosion that may begin under the matting. It air-^
gives improved tie -down. The procedure is recommended on steeper slopes and gentler slopes of
sea: on OT Other COnd1t10D5 are not Suitable for ten erosion resistant cover,
growing g a temporary
sandy soil or areas subject to seepage. Spacings of stops vary from 25 to 100 feet.
mr:•h may be applied. Mulch used alone shall be for the shortest time practical. A
temporary or permanent vegetative cover shall be established as soon as conditions are
4 Diversions -Where diversion terraces outlet into the waterway, the outlet should be protected with
favorable.
thatching used in the same manner as in the main channel. The thatching for the outlet is laid first eo
that thatching in the main channel will overlap the outlet strip.
NOTES:
5. Silt fencing, and other temporary erosion control measures as may be necessary, shall be
00
5. Thatching- Soil Contact - Get contact between thatching and soil b rolling at right angle after laying,
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stapling and is Perfect keep flow
All channels shall be stabilized with Bermuda grass as presented in the Seeding Schedule.
installed prior to the start of construction. As soon as the area is stabilized, the temporaryT�
seeding complete. contact is vital to water over not under the
See Stornwater Swale Data Table, sht. #2 for Channel data
measures may be removed.
V1
thatching.
1T'
o of RIPiUP DISSIPATION PAD ;
CAI
H Staples - Hairpin -shaped wire staples, number 8 gauge; 8 and 10 inches long have been used. TYe
.
6. Topsoil shall be used over unfavorable soil conditions for successful establishment of
vegetative cover.
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longer staples are used in loose or wet soil. Wire staples are better than wooden pegs because ti•-e
PROPosm FLAnm
staples can be driven flush with the matting. Wooden pegs extend above the thatching and may catch
Ew SECTION
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trash that diverts water flow out of the thatch protected channel. Wooden pegs may also set up a
,.,.
7. Irri,afe as necessary to optimize plant growth.
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damaging turbulence.
C. Inspection: After job completion, make sure the thatching is in contact with the soil at all places and t1-e
15
8. Ovcr the life of the project, the owner shall make periodic inspections to evaluate the success
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critical areas are securely stapled down.
1 MAX"' ''''_�
'`".,,,� .+-''
"'
in controlling erosion of soils to off -site areas. If areas are found where erosion is taking
Owner
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PLAN VIEW
5 ..;...,. -''''
place, the shall take the necessary measures to remedy the situation.
Li
NEDIUK STONE DIA. - d5o
WAX STONE CIA. - a max.
SLOPE 0% FLO
TYPICAL STORMWATER SWALE SECTION
C
SEEDING SCHEDULE
UWEPLAY STONE ON THICKNESS
WITH FILTER CLOTH
NTS
CONSTRUCTION SEQUENCE
�
SECTION VIEW
1. Obtain approval of Erosion Control Plan from NCDEHNR - Land Quality Section.
F
1. All disturbed areas due to construction and any severely eroded areas shall be stabilized by the
OUTLET PROTECTION DATA APRON
CULVERT I.Q. 3m e e Hai a m anal n to i r n.i THICKNESS un.3
2. Install silt fencing and construction entrances as shown on the Plans and as otherwise
-_
establishment a permanent grass cover. The seed species shall be selected based on the type
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C-1 7s I g 1 19 3
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adequate to prevent eroded soils from entering Sandy Branch, or existing roadside
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ea
soil present, seasonal conditions and other considerations. As an alternative, the contractor
ditches.
-
may use the methods and schedules shown below; however, it is recommended that a specialist
OUTLET PROTECTION DETAIL
FJ-i 2
be consulted with attention given to site specific conditions.
NTS
3. Clea- and grub along routes necessary to provide access to proposed pond areas.
® �
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a. Cultivate area to a depth of 5 inches
4. Clear sites at proposed pond locations.
Applicable rrnon ran
b. Apply agricultural lime at the rate of 4000 tbs. per acre
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c. Apply 10-20-20 commercial fertilizer at the rate of 500 lbs. per acre
and ati f Stone Check Dams
Swale I n BiR�'LP Section VeEet d e Section $yacfne jj0jgtit
5. Construct ponds.
V1
d Sow grass seeds at the following rates:
Kind Rate Per Acre
6. Cleat' and grub roadway routes.
Common Bermuda Grass
3-27 Beginning 40 cast low 20' r
unhulled 25 lbs.
5-28 Beginning 40' Last 100' 20' 1
7. Rough grade roadways.
M
s-50 Middle 70' First 60' & last 40' 25' 1'
hulled 12 lbs.
s-51 entire length (See Note 4 below.) 25' 1'
8. Clear and grub stormwater Swale routes.
1W�,
Pensacola Bahiagrass 50 lbs.
s-55 Last 100' First 100' 25' r
Korean Lespedeza 25 lbs.
s-56 Middle 70 First 60 & last 40' 25' 1'
9. Construct stormwater swales and install check dams.
Tall Fescue 30 lbs.
e. Mulch with straw at the rate of 3250 to 4350 lbs. per acre.
RIP -RAP NI7H 050 = 6'-,
10. Clean sediment from check dams and along silt fencing periodically.
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f. Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per
D MAX
BED THICKNESS = 9' ,+,+`^-0
acre.
, .,,. ;,,. .
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11. Finish roadway construction.
''•%...., ::: %' 1 MAX
2. Where it is not possible to establish a permanent grass cover in a reasonably short period of
5
12. Seed and mulch disturbed areas within 30 days after finished grades are established.
me due to seasonal considerations, atemporary grass cover shall be established. The
13. Maintain erosion control measures until permanent ground cover is established. (The
temporary cover shall include the planting of annual grasses or small grains such as rye grass,
OVER EXCAVATE 9' AROUND CHANNEL UNDER LAY STONE WITH
use of winter rye grass is considered a temporary measure and will not be accepted as
however shall not be considered a permanent grass cover. Where the season or other
TO ALLOW FOR STONE THICKNESS SYNTHETIC FILTER FABRIC.
permanent ground cover.)
conditions are not suitable for growing a temporary erosion resistant cover, mulch may be
applied, however, mulch used alone shall be for the shortest time practical. A temporary or
Obtain certi
14. certificate of compliance through on -site inspection by Erosion Control Engineer.
permanent vegetative cover shall be established as soon as conditions are favorable.
Contract person Mr. Dan Sams (919-256-4161).
TYPICAL RIP -RAP STORMWATER SWALE SECTION
3. Topsoil shall be used over unfavorable soil conditions for successful establishment of
14. Remove temporary erosion control measures and stabilize these areas immediately.
NTS
vegetative cover.
Permanent erosion control measures shall remain. � 1
4. Irrigate as necessary to Optimize plant growth.
Notes: 1. Channel sections that are not rip -rap shall be stabilized with bermudagrass sod.
2. Check dams shall be placed at the beginning of the bermudagrass sod section
and spaced thereafter the interval
avvU.
'� CA
$N
at shown in the table.
3. Check dams shall be constructed in compliance with the detail on this sheet with
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Ca
the exception that washed stone on the face of the data is not required.
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4. Approximately 250' oC vegetative Swale is and a portion of S-8) is downstream
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2 m
This drawing is the of HOUSTON and ASSOCIATES, P.A. and
ofS-51.
n
9499 1 g- 616 z= HNAL DG�QWNU
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03 o
01
property
is not be reproduced in Mole or in part without written permission fromtimes"
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a FNGMEF-P ~��
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HOUSTON and ASSOCIATES, P.A. ®Copyright i997
'v� J '•,'9q J`�'+c NOT RELEASED FOR CONSTRUCTION
��r�
q lD M.GOe .,3 N�dI
giigan.t�.1
ALL RIGHTS RESERVED
"I slit �ar 1 L
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LOW
0
0
0
3
Y
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I

I TOP OF CURB SLANTED SPACER BARS---\ f-0IRECTION OF FLOW 1
SLOTTED DRAIN
" `CMP FITTINGS
CROSS SECTION VIEW
1 1/2 SACK/ C.Y. CEMENT STAB.
SAND PORTLAND CEMENT FIELD
,,,,F-MIXED WITH SAND, OR /57 STONE
UNDER ROADWAY (TYP.)
CMP 1 f
SECTION VIEW
r
LOTTED DRAIN I SLOTTED ORAIN
I
lul I�I
uu � URB j CURB
� MP BEND i CMP BEND
MP 90' BEND i CMP TEE
r
PLAN VIEW
CMP
(SEE PLAN FOR SIZE)
VEGETIVE
TA TABLE FOR LENGHTS REGUIRED
PER MANUFACTURE RECOMMENDATIONS
SLOTTED DRAINS SHALL BE 14 GAGE CORRUGATED GALVANIZED
STEEL TYPE 2 CONFORMING TO ASTM A 760, AS MANUFACTURED
BY CONTECH CONSTRUCTION PRODUCTS, INC., OR APPROVED
EQUAL.
RIGHT ISOMETRIC
SLOTTED DRAIN IN CURB & GLITTER
NTS
LONGITUDINRL SLOTTED ORRIN DRTR THBIE
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FLARED END
D'STREAM
UPSTREAM PROPOSED LENGTH BASE)
EFFICIENCY
SWALE
ROAD
PROPOSED
LENGTH(%)
I•)•
9BADEAW LEEI HUE LEEI
Buff
LEEI
Buff
S-1
2.52 1.0 1.3 20
20
99
97
S-4
4.08 1.0 3.8 20
40
96
99
S-5
3.31 1.0 0.8 20
20
98
99
S-8
1.00 1.3 3.5 20
20
100
92
S-9
3.66 1.0 4.4 20
40
97
98
S-20
1.86 1.7 0.9 20
20
96
100
S-21
1.91 1.0
1.9 20
20
100
94
S-23
!, 1.57 ! 1.0�i
3.4 20
20
100
86
S-30
1.40 0.8
1.2 20
20
100
100
S-32
1.65 1.0
0.8 20
20
100
100
S-35
1.65 2.9
2.5 20
20
89
91
S-51
2.40 1.2
1.8 20
20
98
92
S-54
4.36 1.1
0.8 20
20 -
93
98
NOTES:
1. All longitudinal slotted drains shall be 12'.
2. Calculations are based on CONTECH documentation. (Lr = 4.762'(N.427'SA.305*ZA.766)
3. A weighted 'Z' value is used based on an average spread = 3'.
4. LEFT and RIGHT are based on following the direction of the roadway stationing.
5. O10 for LEFT and RIGHT are estimated based on applying a'visual proportioning' factor
to the total Of 0 for the downstream swale.
This drawing is the property of HOUSTON and ASSOCIATES, P.A.and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A. (C�Copyright 1997
ALL RIGHTS RESERVED
....................................................................:................................................................................................... '
GUTTER LINE...........GUTTES-1-INE............: -0.50' i:...........................................
3/8' EXPANSION BOARD .00' I 0.00• ATCH FACE i' .00' 0.00' �-
f
I i ATCH BACK
cc
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r
I 'w'
W j
ONCRETE SPILLWAY
Cc 1­
z i -0.50'
0f .00' 0.00'
I<
PLAN VIEW
TRANSITION -s- RANSITION
rn
0
Cc
j o REAR CURB L NEB___ TOP_ OF CURB
.........................................................................
j¢o GUTTER LINE
j'!r,ri,S,riJiri,rrv5v,ri,ri,4,9,ri,ri,4vrivL,5,4,5vri,8,ri,4,5,Svv4,r,riri,5,ri,5,ri,5,rr\5v?i,ri,4,Gvri: '�. N .�'' n..�..,.w.w..,..,.w.n.w.n..,..v..,..,.n..v.n.n.n..\..,..v..,.w.w..,.w.n .., .n .w .w ..v..,.a ..�.., .a .\.., ..,.n ..
Ir SECTION VIEW
l+i
�3 DEPRESSION
GUT..................... .4I.NE............, ..................... -0.50'
-�^ .00' 0.00' ,�-
6
,-MATCH BACK `% ::ri:! ....?�q Q.:::; .JiCr Cr,r,r}..'.'.'.'.'.'.'..........
BUTT JOINT i•r,•r.,9.:.,!il,ii,ri.,,/@%�`r,`r�r4row,ri
I 2,5 PSI CONCRETE
I
GUTTER ABC j ONCRETE SPILLWAY 0
-0.50'
THICKENED EDGE SECTION .Oo• 0.00' CONCRETE SPILLWAY SECTION
TYPICAL ALL CONNECTIONS PLAN VIEW p
_ BR
EAK
REAK
r.•-0. -0. _ .�. NTS
TRANSITION •• TRANSITION
ROADWAY SECTION
I REAR�C-URB�•-TOP OF CURB
........__' ---
.............GUTTLINE
DATA TABLE FOR
TRANSVERSE CROSS
SLOTTED DRAINS AT
DRAIN LOCATIONS
Down-
Slotted
Stream
Swale I.D.
Drain
Size (in.)
S-7
12
S-10
12
S-11
12
S-25A
12
S-25B
18
S-36
15
0
--3000 PSI GONG ETE
Al
7 1/2T o a
/4 REBAR @ 243 O.C. 4 - i4 REBAR I _e
EVENLY SPACED
CURB OUTFALL SECTION GUTTER SECTION
DEPRESSION
6
%•gib` . . .
BUTT JOINT rd::`r��lr���in�:`1. r,4\!\r,r,•4 If
2.500 PSI CONCRETE ^ `4.'r,/rv, }
CONCRETE SPILLWAY SECTION
RIGHT ISOMETRIC
TRANSVERSE CROSS DRAIN
NTS
RICK AND MORTAR PLUG
........................................................................I.
GUTTERLINE................................................................................................
3/8' EXPANSION BOARD I I ATCH FACE
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11: 1 1 W
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_.-.-.-.-.-. - 1 -
TRANSITICN - I I t-TRANSITION
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CL
SLOT DRAIN 1 1 0
`.^_ZE AS SPECIFIED I 1 0
ON PLAN VIEW
I IN
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I 11 I I
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.................... curTEa..47 NF..................................:. I I......................................................................
ATCH BACK
J.'.'.'
TYP. 1, •y •` ONCRETE SPILLWAY
r. :I :. ..
LARED END SECTION
��' f fi✓'
i
GUTTER ABC
THICKENED EDGE SECTION
TYPICAL ALL CONNECTIONS
PLAN VIEW
SLOTTED DRAINS SHALL BE 14 GAGE CORRUGATED GALVANIZED
STEEL TYPE 2 CONFORMING TO ASTM A 760. AS MANUFACTURED
BY CONTECH CONSTRUCTION PRODUCTS, INC., OR APPROVED EQUAL.
FACE CURB BEYOND
1 3/4'
3
#4 REBAR @ 24' O.C.
SLOT DRAIN
REAR CURB LINE
-------- TOP
CURB OUTFALL SECTION
DEPRESSION
i i/2' DROP @ LOW END
-----------------
3000 PSI CONCRETE
- !4 REBAR
✓ENLY SPACED
1 1/2 SACK/ C.Y. CEMENT
STAB. SAND PORTLAND
CEMENT FIELD MIXED
WITH SAND
6
•v.•,•••\`r.\`.�.��y��irv�rr `,i. ri�!�\r\r\r\• •4•T LARED END SECTION
BUTT JOINT ,.. .\4a .8.CL?.+ wai��i.,4 , \
2,500 PSI CONCRETE--'`r\"'�`rA`%%ti!+%a'r` , •�
LOT DRAIN
CONCRETE SPILLWAY SECTION
TRANSVERSE CROSS DRAIN WITH SLOT DRAIN
NTS
RNAL DRAWNC`4
NOT RELEASED FOR CONSTRUCTION

WRAP ALL JOINTS IN NON -RIGHT-OF-WAY IIINSTALLATIONS
TYPICAL HDPE PIPE CONNECTION
NTS
CONTRACTOR TO ARRANGE VANES TO CAPTURE
MAXIMUM FLOW TO MULTIPE INLET INSTALLATIONS
OR AS DIRECTED BY ENGINEER
7495 INLET GRATE
TYPE M1 RIGHT HAND GRATE M2
TYPE N2 LEFT HAND GRATE
OR APPROVED EQUAL
5' TRANSITION
SEAL WATER -TIGHT BETWEEN
PIPE AND CATCH BASIN
PRECAST CONCRETE SUITABLE
FOR H-20 TRAFFIC LOADING
PLAN VIEW
PRE Asr PEN 0
CRUSHED STONE
----------------------------------------------
COMPACTED SUBGRADE
TYPICAL DOUBLE ROLL CURB CATCH BASIN
NT@ B -�j
A
PRECAST CONCRETE
r
B�
PLAN VIEW
TYPICAL CUL-DE-SAC
NTS
I LHIV
SECTION A -A SECTION B-B
TYPICAL METHOD OF ENDING CURB AND GUY 7"
NTS
EAST JORDAN IRON WORKS
7495 INLET GRATE
TYPE MS RIGHT HAND GRATE
TYPE M2 LEFT HAND GRATE
OR APPROVED EQUAL
A A
CONTRACTOR TO ARRANGE VANES TO CAPTURE
MAXIMUM FLOW TO MULTIPE INLET INSTALLATIONS
OR AS DIRECTED BY ENGINEER
I I 1
CRUSHED STONE i
I I i
I I I
COMPACTED SUBGRADE
SECTION B-B SECTION A -A
STANDARD JUNCTION BOX
NTS
E
awing Ss the property of HOUSTON and ASSOCIATES, P.A.and
e reproduced in whole or in part without written permission from
N and ASSOCIATES, P.A. ®Copyright 1997
ALL RIGHTS RESERVED
B�
PRECAST CONCRETE SUITABLE '
FOR H-20 TRAFFIC LOADING - - - - - -r -
1 I
SEAL WATER -TIGHT BETWEEN
PIPE AND CATCH BASIN
PIPE
B��
PLAN VIEW
A
IIiYY�Y®
.'.I tiL� .
CRUSHED STONE
'::-:-'::
COMPACTED SUBGRADE
SECTION B-B SECTION A -A
FOR 'ON GRADE' INLET INSTALLATION
TYPICAL ROLL CURB CATCH BASIN
NTS
R/W
6'
SHOULDER
1' PER FOOT
MIN. SLOPE )
TIE TO 6: 1
EXISTING
GRADE MAX. SLOPE
TYPICAL FILL SECTION
G�
R/W
.03 PER FOOT .03 PER FOOT
COMPACTED SUBGRADE/
9 6' ABC OR ' STBCJ
I-2 BITUMINOUS CONCRETE
TYPICAL ROADWAY SECTION
NTS
NOTES.
1. CONCRETE SHALL BE 3.000 P.S.I.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
3. FINSH ALL CONCRETE WITH CURING COMPOUND.
TYPICAL CURB & GUTTER DETAIL.
NEENAH R-3510 INLET GRATE
OR APPROVED EQUAL
A
PRECAST CONCRETE SUITABLE
FOR H-20 TRAFFIC LOADING
SEAL WATER -TIGHT BETWEEN
PIPE AND CATCH BASIN
PIPE
NTS
FI
B T
PLAN VIEW
CRUSHED STONE
4::;::•� :;: ------------------------
COMPACTED SUBGRADE
SECTION B-B SECTION A -A
FOR SINGLE 'SAG' INLET INSTALLATION
TYPICAL ROLL CURB CATCH BASIN
NTS
121
6" ABC OR
9" STBC
MAX. SLOPE
SHOULDER 3:1 F TIE To
i' PER FOOT EXISTING
GRADE
6: 1
MIN. SLOPE
SEE CURB DETAILS
TYPICAL CUT SECTION
TORM DRAIN D A T B
I.D.
SIZEON.1
JN
OUT
SD- 1
36
17.0
15.0
SD-2
30
19.0
17.0
SD- 2A
12
21.0
20.5
SD- 3
30
20.5
19.0
SD- 4
18
22.0
21.0
SD- 5
18
27.0
22.0
SD- 6
18
29.0
27.0
SD- 6A
12
30.0
29.5
SD- 7
18
30.0
29.0
SD- 8
is
31.5
30.0
SD- BA
12
32.5
32.0
SD- 9
12
32.0
31.5
so- 10
24
24.0
21.0
So- 11
12
25.0
24.0
SD- 12
15
29.0
24.5
All pipe shag be smooth wall HOPE suitable for use under H2O IWe
bads. Pipe shall be lad on grade
on a layer of crush
alone, gravel or
compacted sand
backlill material.
Bedding and backlill material shall
be compacted in
6-Inch layers under the haunches, around the sides
and above the pipe.
CATCH BASIN DATA TABLE
INLET GRATE
TOP
MINIMUM
MINIMUM
INVERT ELEVATIONS
(FT MSL1
a"
PERIMETER
OPEN AREA
I.D. Q10
(CFS1
IN-
IN
OUT
(FT. MSL1
(fT1
(SF)
18-1
(n/a)
17.00
(n/a)
17.00
21.00
(n/a)
(n/a)
CB-2
3.5
19.00
26.20
19.00
24.52
5.54
1.15
CB-2A
3.5
(n/a)
(n/a)
21.00
24.52
5.54
1.15
JB-3
(n/a)
21.00
30.00
20.50
25.05
(n/a)
(n/a)
CB-4
2.6
22.00
(n/a)
22.00
26.45
4.11
0.85
CB-5
1.8
24.80
26.40
24.80
30.61
2.85
0.59
JB-6
(n/a)
29.00
(n/a)
29.00
35.45
(n/a)
(n/a)
CB-6A
2.3
(n/a)
(n/a)
26.60
30.61
3.64
0.76
CB-7
1.5
30.00
31.40
30.00
35.61
2.37
0.49
CB-8
1.3
31.30
(n/a)
31.05
35.43
2.06
0.43
CB-8A
2.7
(n/a)
(n/a)
31.60
35.60
4.27
0.89
CB-9
3.7
(n/a)
(n/a)
31.50
35.43
5.85
1.22
CB-10
3.2
24.00
(n/a)
24.00
28.24
5.06
1.05
CB-11
3.7
(n/a) -
(n/a)
24.24
28.24
5.85
1.22
CB-12
7.2
(n/a)
(n/a)
29.00
32.49
11.39
2.36
NOTES: 1.
Catch
Basins are identified
by the downstream
storm drain identification.
2.
INVERT
-IN elevations
are listed in clockwise direction from
invert out location.
3.
See Plan View and Storm Drain Data Table for size and location of pipes connecting to catch basin.
Minimum Perimeter = Q10/(Cw'HA(3/2))
Minimum Open Area = O10/(Co'(2g'H)AO.5)
Where: H = CA'
Cw = 2.5
Co = 0.6
NOT RELEASED FOR CONSTRUCTION W
r_

—�—# road
W 3 O
L661 � 0 9nd
aneaaa�l
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l
W
9
68d u
TW A °'S T S 2z i
E C E I V E
AUG 0 41997
PROJ # P((0 Cl
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/ oc �5 Y- e e V\
"= 200 el
D E C E I V E
MAY 14 1997
D E M �y
PROJ#�W 4CD��U-I

REVISED STORMWATER PLAN
Carolina i
at
Winding River Plantation",
BRUNSWICK COUNTY, NORTH CAR OLINA
MARCH '1997
0
DEVELOPED BY:
bluegreen
PLAN PREPARED BY:
HOUSTON AND ASSOdATES, P.A.
CONSULTING ENGJEERS
117PimStreet P.0.8.2927 Sh.11.ft,N.AhGd.2845Q (910)754 M24
C - 0
N
(i)
El
Scale: 1 "
m
6 00 )
ex wWW/W� � 1; .... I,.; I.M...,
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
9—
V
VICINITY bfAP
SCALE: 1 1 Mile
�TORMWATER
D E C E I V E
cu
JUN 171997 0 C
PROJ Ka61P �( 0
APPROVED
NORTH CAROLINA ENVINK
MANAGEMENT
COY
DIVISION OF WATER
Date JC)t-/ 1
swmsw p"m ft 4u
STORM' ATER
E C E I V E0
APR 10 1997
PROJ #
w1n River

I �I� � ✓�il j✓1 5V�a Lz, I
�`'►`"� Sv�ct,ti,� nr�1` �r11 V1i�FG1 f�
i�lf FLtite S✓v�.-(,�
1C Oee
n ia6C(e, h ct i V, Ln u f�
i, LJ vtt
L. - ne ecxS OrCtSS
i
Cq Uc�+t'j� hKjdlC'GI �(L:I,�iV�t(fin�
-;% v1v{ n `1et
i
SWALE DATA TABLE
7 i 7 -. t71 Li (• i%�tI'� Cl I -1 VVi �
r�OS..rQto
lr0-
IIi n Uli C1 {,j 1 A'1e ke
v.A�rX i;w<
Dual
S1
7.2
0.014
0.71
2.9
S2
4.5
0.030
0.51
3.4
S5
13
0.024
0.80
4.1
S6
6.2
0.015
0.66
2.9
S7
20
0.010
1.1
3.3
S8
3.0
0.030
0.44
3.1
S9
6.6
0.017
0.66
3.0
S10
4.8.
0.024
0.55
3.2
S11
7.4
0.009
0.77
2.5
S12
18
0.007
1.1
2.8
S13
8.7
0.010
0.81
2.7
S14
7.2
0.012
0.73
2.7
S15
- 5.1
0.005
0.75
1.8
S16
5.6
0,014
0.84
2.7
S17
4.7
,0.017
0.58
2.8
S18
25
0.003
1.3
3.2
S19
7.3
0.013
0.72
2.8
S20
4.7
0.005
0.73
1.8
' S21
3.2
0.005
0.63
1.6
S22
6.7
0.005
0.83
1.9
S24
3.6
0.007
0.62
1.9
S25
14
0.004
1.2
2.1
S26
5.0
0.034
0.52
3.7
S27
5.6
0.028
0.56
3.5
S27A
1.5
0.020
0.37
2.2
S28
3.5
0.026
0.48
3.0
- S29
4.8
0.028
0.53
3.4
S30
3.7
0.032
0.47
3.3
S31
4.3
0.028
0.51
3.3
S32
2.8
0.019
0.47
2.6
S33
3.1
0.016
0.50
2.6
S34
515'.
0.012
0.66;`
2.8
S35
4.3.
0.010
0.62
2.2
S35A
9.3
0.013
0.79
3.0
S36
2.9
0.005
0.61
1.6
S37
14
0.007
1.1
2.7
S38
4.5
0.015
0.58
2.6
S39
4.0
0.005
0.69
1.7
` S40
3.7
0.028
0.48
3.2
S41
3.9
0.017
0.54
2.7
S42
7.4
0.004
0.90
1.8
S43
6.1
0.004
0.84
1.7
- S44
8.3
0.005
0.90
2.0
S45
9.7
0.003.
1.1
1.8
`. S45A
5.9
0.005
'r 0.79
1.9
S46
7.9
0.004
0.92
1.9
S47
4.2
0.011
0.60
2.3
S48
8.5
0.012
0.77
2.8
-: S49
0.7.
0.024
0.27
2.0
S60
4.6.'
0.014
0.60
2.6
' S51 -
2A
0.020
0.44
2.5
S52
0.8
0.032
0.27
2.3
S53
5.9
0.004
0.83
1.7
S54
8.0
0.007
0.84
2.3
S55
3.9
0.009
0.61
2.1
S56:
2.1
0.005
-0.54
1.4
S57-
4.6
0.005
0.72 >
1.8
NOTE: Swale slopes are based in pan on aerial topo, and, therefore should
be considered approximate. Field adjustments may be necessary to
accommodate existing grades while limiting velocities to non -erosive values.
ZION HILL ROAD TO BE IMPROVED BY THE NCDOT.
THESE IMPROVEMENTS SHALL INCLUDE NO STORM
WATER COLI.ECTION DEVICES, SUCH AS CURBING,
GUTTERS, GR CATCH BASINS.
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
Z
d
W
Z
GRAPHIC SCALE
200 0 100 200 400 800
( IN FEET )
1 inch = 200 ft.
COURT
GENERAL NOTES:
TOPOGRAPHICAL INFORMATION FURNISHED BY:
BRUNSWICK SURVEYING, INC. [phone]
CONTRACTOR SHALL FIELD VERIFY EXISTING UTILITIES AND SITE CONDITIONS
PRIOR TO CONSTRUCTION, SHOULD ANY ANOMALIES OCCUR, CONTACT
ENGINEER AT ONCE, BEFORE PROCEEDING AT [phone].
FOR UTILITY LOCATION CONTACT "N.C. ONE CALL AT 1-800-632-4949"
GOLF COURSE CONSTRUCTION "BY OTHERS", AND NOT A PART OF THIS CONTRACT.
CONTRACTOR SHALL INSTALL AND MAINTAIN TURBIDITY AND EROSION CONTROL
MEASURES UNTIL A STABILIZED AND UNIFORM STAND OF GRASS HAS BEEN
ESTABLISHED. PERIODIC REMOVAL OF SILTATION DEPOSITION SHALL OCCUR TO MAINTAIN
TREATMENT VOLUME'S AND FLOW OF PONDS AND CHECK DAMS.
GRADES SHALL VARY UNIFORMLY (HORZ. & VERT.) BETWEEN ELEVATIONS AS SHOWN.
SHOULD A CONFLICT WITH UTILITIES OCCUR, CONTRACT THE ENGINEER
AT ONCE PRIOR TO PROCEEDING WITH CONSTRUCTION IN THAT AREA.
CONTRACTOR SHALL REQUEST INSPECTIONS A MINIMUM OF 24 HOURS IN ADVANCE
AT [phone].
LEGEND
TC = TOP OF CONCRETE CURB
TP = TOP OF PAVEMENT
CR = CURB RETURN ( END RADIUS OF CURB)
F.E.S. = FLARED END SECTION
HDPE = HIGH DENSITY POLY -ETHYLENE PIPE
S45A VEGATATIVE STORM WATER
� SWALE WITH I.D.
SONE CHECK DAM
4 TRANSVERSE CROSS DRAIN
_® CURB BREAK WITH SPILLWAY
M CONSTRUCTION ENTRANCE
DRAINAGE SUB -BASIN
02
APPROX. AREA IN ACRES
TWATE)
SUB -BASIN DRAINAGE BOUNDARY �JI E V E
404 404 BOUNDARY IV„IISJI SEP 121997 D
D E M
SHEET INDEX PROJ #��
SHEET NO. DESCRIPTION
2. RIVERWOOD DRIVE, STATION 0+00 TO 15+00
3. RIVERWOOD DRIVE, STATION 15+00 TO 30+00
4. RIVERWOOD DRIVE, STATION 30+00 TO 45+00
5. RIVERWOOD DRIVE, STATION 45+00 TO 60+00
6. RIVERWOOD DRIVE, STATION 60+00 TO 72+81.46
7. HIDDEN OAKS LANE, SHEM COURT
8. PINECROFT LANE
9. MUTE SWAN LANE
10. SPRINGWOOD DRIVE
11. MERRIWETHER LANE, WILD PINE COURT,& LOST PINES COURTS
12. RAVENSWOOD, JUNIPER BAY, & WYNNEWOOD COURTS
13. MISTWOOD, TIMBERVALE, & GREY OAK COURTS
14. STONEBRIAR, NIGHT HERON, & GREEN NEEDLES COURTS
15. WHITE TAIL, BLACKHORN, & WHIMBREEL COURTS
16. HEATHER RUN COURT & NATURAL POND OUTFALL
17. 42" CULVERT CROSSING, RIVERWOOD DRIVE
18. 18" & 36" CULVERT CROSSING, RIVERWOOD DRIVE
19. 18" YARD DRAIN, TRANSVERSE CURB DRAIN & SLOT DRAIN DETAILS
20. EROSION CONTROL AND DETAILS
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
t,
z g
a �
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3
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3
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00
:deg:=
00 0
PA
WA 1, All
O•'•'-'•'•'•'•'- - 9 FES
.............. ........ ... 2.21
cs'............ .... ......'....... :rEg4. 5 4 5 2
............................ ':xa O 3 4
r- ...............'.. ' ............. - 18 9 3
-•••.-:•.':•:-:':-:•:':':':' :':':': :•:':':':':•:':' 1 7 R 2 STOR WATER DETEN ONS
.'.'�j':':'.':':':'.':-:•:'.'::':':•:':-:.':':':':':':':-:•:•;..,..- L � ? POND 0. 1 2
.:.::.:.:..::: 15 14 2.So 1
'.`. fl4 11 10 1 SD 1 c
l-25 O O
'4-': 512 SD2B P
s A 14
FES v \ SD3B 15
UPLAND-04 :.. FAIRWAY �JO N 1
D
0.94 O SD4
Q
AA S 0.51 �i�TF SD50
19 - 2.67 0.73 3RcFAr
�E:::. ' 14 13 Spy Sw-
0'4 S27 SO,P O W 12 1 1 9 $ S18 517 E $ 4 :1 ��F 13.50
3.34 R 0.59 F
Z -SD�11 B 0.1 136 - .. 0.4 AB 0.88 5 2 3.87
:Q4 .... Ac 0.90 6
0.70
:41�, . SD12...; •.: •€614 8 9 8
..4i14:::.. ' . ' d64::'' �� 0 G
TORMWAT R
ETENTIO -••_S2j- T '. .. 7 3.11
TF P ND NO 2 4AH 0.5 :'4D4':':':':'. �.L 22 9
��! 1 '.'.S24.'. 0.5 U 0 H 10
AJ / 5 N 0.52 i1
7 1.01 ` 11
..........
:': All 18 2 2s3
.�.................. AF 21 33 I � 12
.•:�:•:':':':':'.'.':':'. �Q4..::' _ 1 0.89 1 AE 3 Sl0 1 s0
p........'..... 1.10 P 13
C7•;•:::::::::: AK"
..:. ............ 11 1:.:�•7:.: 6 17
r^ 12 <.... 1
'
15 10 1.os
13
10
.. .. ...........
X) ... Aso 18 :':4E14'...'. -,
:::l ..
15 17 16
14 37 1
:'404. :.
0
. . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.................................4fl4
DRAINAGE AREA MAP
200
This drawing is the property of HOUSTON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES, P.A.
© Copyright 1997
ALL RIGHTS RESERVED
100
GRAPHIC SCALE
( IN FEET )
I inch = 200 ft.
N
1
SD6
SD7B
SD8
F
SD9B
SECTION H
14
3
0
11
12 11�I 10
/ 0
IZ
J
0
0
ZION HILL ROAD TO BE IMPROVED BY 11.C.D.O.T..
THESE IMPROVEMENTS SHALL INCLUDE 'NO" STORMWATER
COLLECTION DEVICES SUCH AS CURBING, GUTTERS,
OR CATCH BASINS.
5 •�Pa.� v C
SWALE DATA TABLE
SWALE
010
DEPTH OF
VELOCITY
1.0
i"
SLOPE
FLOW (ft.)
UAQ
S1
9.5
0.005
0.95
2.1
$2
4.0
0.010
0.60
2.2
S3
4.5
0.014
0.59
2.6
S4
3.9
0.013
0.57
2.4
S5
6.4
0.005
0.82
1.9
S6
16.3
0.003
1.27
2.0
7
13.1
0.007
1.00
2.6
Sit
2.5
0.011
0.50
2.0
S9
8.0
0.024
0.66
3.6
s10
10.6
0.006
0.97
2.3
811
4.5
0.029
0.52
3.4
S12
10.5
0.003
1.10
1.8
S13
13.1
0.016
0.86
3.5
S14
2.6
0.003
0.64
1.3
S15
18.7
0.004
1.28
2.3
S16
11.8
0.015
0.84
3.4
S17
2.1
0.012
0.46
2.0
Eta
11.2
0.009
0.93
2.8
S19
3.7
0.026
0.49
3.1
S20
2.1
0.018
0.42
2.3
S21
3.1
0.022
0.47
2.8
S22
2.1
0.026
0.40
2.7
$23
2.2
0.004
0.57
1.3
S24
1.4
0.006
0.45
1.4
S25
(ELIMINATED)
S26
0.7
0.010
0.31
1.4
S27
2.2
0,005
0.55
1.5
S28
3.8
0.012
0.57
2.3
S29
2.9
0.005
0.61
1.6
S30
2.3
0.007
0.52
1.7
S31
4.6
0.003
0.80
1.5
S32
3.7
0,023
0.50
3.0
S33
4.3
0.014
0.58
2.5
S34
3.5
0.003
0.72
1.4
S35
3.0
0.010
0.54
2.1
S36
2.6
0.019
0.46
2.5
S37
8.0
0.003
0.98
1.7
S38
4.2
0.018
0.55
2.8
S39
12.4
0.014
0.88
3.3
S40
8.4
0.010
0.80
2.7
NOTE: Swale sb pas are based in pan on aerial topo, and, therefore should
be considered approximate.
Field adjustments may be necessary to
accommodate exiStifl2 grades while limiting
velocities to non -erosive values.
E C E I V E
D
SEP 121997 D
LEGEND PROJ # D E M
TC = TOP OF CONCRETE CURB
TP = TOP OF PAVEMENT
CR = CURB RETURN ( END RADIUS OF CURB)
F.E.S. = FLARED END SECTION
HOPE = HIGH DENSITY POLY -ETHYLENE PIPE
9° TRANSVERSE CROSS DRAIN
_
® CONSTRUCTION ENTRANCE; k�l✓ .� I�
O STONE CHECK DAM
_® CURB BREAK WITH SPILLWAY
S40 VEGETATIVE SWALE WITH IDENTIFICATION
SD4 STORM DRAIN WITH IDENTIFICATION
CURB INLETS WITH JUNCTION BOX
N
N
VEGETATIVE SWALE (PLAN & PROFILES)
R SUB -BASIN I.D.
O
1.07 AREA IN ACRES (APPROXIMATE)
Q
DRAINAGE BASIN BOUNDARY (APPROXIMATE)
'
• 404 404 BOUNDARY
n1
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
0
w
F
0
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0
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It
0
a
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STORM DRAIN
DATA TABLE
Size
Invert In
Invert_ Out
I
1A
bELETED)
Elev. (MSLI_.
18
DELETED
IC
15
26.0
22A 1
10
15
26.3
26.0
tE
DELETED
1F
18
31.0
22.0
1G
15
31.5
31.2
iH
15
39.0
32.5
11
is
39.2
39.0
iJ
15
43.0
30.0
1 K
is
43.3
43.0
1L
15
47.0
43.7
I M
15
47.3
47.0
IN
15
44.5
33.0
10
15
44.8
44.5
1P
15
37.0
34.0
10
15
37.5
37.3
1R
15
38.5
37.2
1S
15
38.8
38.5
1T
36
34.5
32.3
1U
15
38.9
38.7
1V
36
33.2
32.5
iVt
30
33.7
33.2
1 W
24
34.6
34.4
1X
24
35.5
34.4
1Y
15
37.5
36.5
tYt
18
36.5
36.0
1Z
30
37.0
35.0
1 AA
15
40.0
39.6
1AB
30
38.5
37.0
IAB1
18
39.3
38.5
IA82
15
39.5
39.3
1AC
24
40.0
39.8
1AD
18
39.3
38.5
1AE
15
39.5
39.3
1AF
24
21.5
20.5
1AG
15
23.8
23.5
1AH
36
24.0
21.0
1AI
30
24.5
24.0
1AI1
15
27.8
27.5
1AJ
30
26.0
21.5
IAK
15
32.5
32.3
1AL
30
33.0
29.0
IAM
30
34.0
33.0
1AN
15
35.3
35.0
1A03
30
34.4
34.0
IA02
24
35.5
34.4
1A01
24
36.5
35.5
1AP
15
36.0
35.6
1A0
15
37.5
36.5
1AR
30
25.3
24.5
1AS
30
26.3
25.3
1AT
30
27.0
26.3
IAU
24
28.5
27.0
IAV
24
31.0
28.5
1AW
18
31.6
31.0
IAX
18
32.2
31.6
IAY
18
32.4
32.2
1AZ
18
33.0
32.5
1BA
18
36.3
34.0
1BB
15
36.8
36.3
IBC
18
37.3
34.0
180
15
37.8
37.3
1BE
1s
37.5
34.0
IBF
15
38.0
37.5
2A
18
16.5
14.0
29
18.0
17.0
16.5
2C
DELETED
2D
15.0
21.4
17.0
2E
15.0
27.2
27.0
2F
15.0
36.0
27.0
2G
24.0
15.0
13.0
2H
18.0
15.5
15.0
21-11
18.0
18.5
15.5
21-12
15.0
18.8
18.5
21-13
15.0
23.0
19.2
21-14
15.0
23.3
23.0
21
36
14.0
13.0
2J
36
16.0
14.0
2K
36
18.0
16.0
2K1
36
18.5
18.0
2L
15
22.0
20.0
21-1
15
24.0
23.5
2M
24
22.0
20.0
2N
15
24.0
23.0
20
24
22.5
22.0
201
24
23.7
22.5
2P
18
25.5
25.0
20
24
25.0
23.7
2R
15
27.0
26.2
2R7
15
26.2
25.5
3A
36
23.5
23.2
3A1
36
24.0
23.5
3A2
15
26.0
25.8
3B
30
27.0
26.0
3C
30
27.7
27.0
30
30
28.8
27.7
3E
15
- 34.0
33.5
3F
30
32.0
28.8
3G
24
33.0
32.0
3H
15
34.4
34.2
31
24
35.0
33.5
3J
15
36.6
36.0
3,11
24
36.5
35.0
3,12
15
37.4
37.2
3,13
1 15 i
38.5
1 37.2
3,14
15 !
39.0
! 38.5
30
26.5
24.2
_ _3K
3K1
30
29.0
26.5
3K2
30
29.2
29.0
3K3
15
30.5
30.2
_3L
15 i
30.8
30.0
3N
18 I
31.6
30.5 _
30_
24 I
32.0
30.5
3P
24
_
32.6
32.0
30
18 1
33.1
32.6
T
301
I 18
33.5
33.1
4A
! 18 I
23.0
20.5
1 15
23.3
I 23.0
24
27.5
I 24.0
5C
15
15
28_0
34.5
1 27.5
27.5
_
5D
is !
35.0
- 27.5
_
18 !
30.0
27.5
5F
15
30.5
_
30.0
_
5G
51
SJ
15 -.
15 1 5 I
is
15
32.5
33.0_
_ 35.0
35.5
30.0
32.5
32.5
35.0
NOTE: Pipes designated by " constitute the stormwater
drainage system for Zion Hill Road. The Erosion Control Plan
for improved Zon Hill Road is presented under a separate
project by Houston and Associates, P.A.
-
' 30' LINEAR PARK
A�JD WALKWAY/BIKEWAY
2F
4 4
r r
Z
'
-M SG
� 1
�.�
5D ,r
ti�
r
404 ;--
_-
5B-
,'
5A
It 404,
_
404
r
' / /'-
5E
gF
S�ORM-WATER
' DETENTION POND
- - NUMBER 5 -
'
5G
H
'
i
I 1
1
`
1
5J
I
51
1 ,
I
1 �
�
--
' 1
/
10
X
1
1
Z
O -
N
1
INSET
17
SUPPLY 211
ip
/ 1s / PIC1 COURS� PON 15 17 \ \ ♦Q, \ / o� 21
8 \
\ .? 19 20 \ \ \ 0-10 14
s
\ 1 / 13 'O*w 2 \\ J \ \
12
BA
-
/ 10
- / 1 PIC2 \ \ 10 9
7 6 5 4 3 2
\ �y 1 BC
1V 18B / I /
-T / VICINITY MAP
rS���F FAIAwAyNQ4 / 11 / l /
43 fly1Z \ I 2 &
/ Q 45 Q 3
7p9 1V1 1T tAB / s
I ✓ // 1 \ � .Z`v 1 M AO46 47 � � / l 1 A
1 �
\\ ✓� 11 �� 40 \ 4y ro.00 48 49 -50 51 / y0#
_ 5 /
1A 3 1Y 1Y1 / N 1 81 ^ Utz
+'
nuµa
39 1 W I2 1 _ � 36 AB 6 \ /
1 A 2 C 25 1 X
31 / \ 3 7 I 7
37 8 123 / / / ) g \ /
/ 03/ / 1 AP \ AI 26 n / 1 AE A0 8
/ PI81 36 404 22 y _ 4 � / / /
/ 11 1AM , \ /\ 29 21 5 �� (\ / 135/
1 /
1 N 2 1 404 28 4 / / \ 10
\ 1A 6 Q•
/ 1AL 3
55 4 \ �
\ \ t K � 6 7 1 1y �vJ 7 433
\ 1\\ �4 49404 3J4
1 J 1 /
391 / B
PI82 48 7 28 29 30
\ 1 53 2 51 �47 � 11 17 Al � 2� � J2 3J3
1 / 914
1
\ \ 1F P1A1 / 45 n H qI 15 10 I 2� 31 3J1 16 'ts 404 \ \
N /�L5 17 - 404
Barrel
PIA1
N/A
N/A
36
22.0
22.0
P182
N/A
N/A
24
26.0
24.0
P781
30
32.0
24
28.0
21.0
PIC2
N/A
N/A
24
30.6
29.0
P1C1
30
34.5
24
31.0
30.6
PID
30
35.5
24
32.0
31.0
P28
N/A
N/A
24
15.0
_
15.0
Note: Sizes are In inches and elevations are in feet MSL.
43 11
14 /
44
5
11
J _
38
\
A
2�F
\ ZION HILL ROAD NOTE:
D
,6
1AT
SEE SEPARATE PLANS PREPARED BY HOUSTON AND ASSOCIATES
"
/ 1�
\
TITLED ZION HILL ROAD EROSION CONTROL PLAN" FOR
l_
123 \
\ \ EROSION CONTROL FEATURES ALONG ZION HILL ROAD.
1 C
_ 17
/ \
40 -
20
M
18 404 `\
39 29 �
I
22�
I l
\
0
o-
x
z
N
z
z
0
<
I
<
z
W
TF
a
eT
o
0
n
m
SITE
N
m
VINDING
c
°
M
RIVER
hi4<
1-4
Cd
Z O Z
Z �
0
J Cd y�x
r O es�•/-�, I+i
b0z
Q2Zr
O Cdc
(LO .� 00
�0
Cd 3
O 0 z
W I=
In
C
W
19 ' \
404 ® 2- 42" CULVERT„'
AG 0 404 / / ® SEE SEPARATE, ATTACHED SHEETS FOR DETAILS a
nn N
A OF EROSION CONTROL FEATURES AT THESE CROSSINGS W
a-- 3E 2 \ I
2 I / / �34
LLJ
/2`8 3L 4 I / Ld
Go
4 / / `v I 3C 3D 3Y 1 3K 5 7 /04
/ ---(PIB2 / �I2 a eo•p0 / 31 3 / / / / z °
- 22 'S0 / O
_ H \ 'a 4A �/ / UK6 L o
30 / _�< z
NU R 4 // I 28 / / D z
55 2 - 10 / / MAY 141997 D N
N
4 A / \ �\ 27 301 30 /404 \ / / '/ i PROJ# (�E �G-ll x
0
53 8 y �6 / l GRAPHIC SCALE Z U)
52 3A1 / / % 12 3O1 13 / �/ \ O z as
\ w \ 200 0 100 200 400 800
5120 5 I / 3s2�
O/ / \ E--i
2N 6 ` Y ti \14/ / ' U
50 3A 3P J
J 9M I 24 3Q 5 �� \ ( IN FEET) n
�aa I 9 31 2i)171 8 9 WATER 23 t6 / \ \ \ \ i inch = 200 ft. O L
FFF��M---111 a
\� \ , o N110A1 IPOND
\\\� 1 I I I 6 2K1 3 1 / 3 J 22-- 1� / - LEGEND
II \ / SILT FENCE
1 �'TORI11� WR 2J O 2 n / l / V 30 V V V STORM DRAINAGE PIPE
I AllBEr•Ir�T T 2Q14 13 12\ \ \ 21 8 / / / J / WITH DELINEATION
I'I I I � 211\�� B P28 L 34 9/ \ I 1 DRAINAGE SWALE
43 2A 15 16 �7 1 \ 9 �ry CHECK DAM
27 CONSTRUCTION ENTRANCE
\ J \\\\\ \ �j( \ 42 36 \ 19 \ \ 38 /
�I\ / \\� 41 g 37 28 3M 21
/
\ \ 1 \ \ \ 14 \ \\ 9 `� ` is InotrDel drawing is
in wholefori in part withoASSOCIATES,
t written permiission from m c2 =
\ \ \ 404 HOUSTON and ASSOCIATES, P.A. N $ N
© Copyright 1997 N >
ALL RIGHTS RESERVED n
SEE INSET
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION n

35
kUl
25
20
15
25
20
15
SO
INLET 30
GOLF COURSE AND POND CONSTRUCTION BY OTHERS.
DRAINAGE CONTRACTOR TO COORDINATE WITH CONSTRUCTION
AT STORM SEWER OUTFALL AREAS. ADJUST ALIGNMENT AND
LENGTH AS NECESSARY TO CONFORM WITH FINISHED GRADING.
CUTLET STRUCTURES TO BE FIELD LOCATED
SLL TO ELEV.
TURE
IL)
STORMWATER DETENTION POND # 1
SCALE: 1' = 50'
1 I I 1
I I I I
1 1 I 1
1 1 I I
1 1
1 1
1 I
I 1
I I I
I I I
I I 1
I I I
I
I
+
1
1 1 I I
I 1
FrrNp. I I
Iy.pLL]Yr
I
: : : ;
:
:- •• - •• - FLOOD POOL 010 1
1- - • - - STORAGE POOL
I 1
OADWAY I
r ............ • • • NORMAL POOL
------ L----------- L----------- L___________ L____________
I 1 I I
I I I I
__________L___________L----------- L___________ L___________
I I I I I
I 1 I
L_____
I
I
I I I I
1 I I I
3:1 SLOPEI
I
I
1 I 1
1 1 I
1
I
1IN.
TOP OF
_25;8_MSL;_••_•,_i.
A
3�•B: JISL.
BA26 ELEV.
1
. _..`..ELEV,:
-I..ELEV;
I
- 26.6' M9L
LELEV.24.8' MSLL ----------------------`-----------L---E4EY..
C1CYpI1
�.4. BL��"�:�� L__
�IEL
________L_____1I
V. - 24.0' MSLI
�............................
I
I
E4El. Rl•D'.MSI............
' VEGETATIVE SHELF '
1 I 1
' VEGETATIVE SHELF
1
'
6: 1 SLOPE ;
;
; 6: 1 SLOPE
FOREBAY I 1
36' HOPE
I
I
1 SLOPE 1
I 1
I 1
1
I 1
------`-- --------`-----------`-------
1 I
1 1
INV ELEV. 22.0' MSL_-`---------- L-----------`-----
: MAX. ELEV. - 19.0' MSL
: :
MAX. ELEV. - 19.0' MSL
I I
1 I 1 I
1 I 1 I
I I
I 1
1 I
I
I I I
I I I
I
1
I
1 I I I
1 I 1 I
1 1 I I
I I I I
I I
I I
POND # 1 SECTION A -A
I 1
I I
I 1 1
I I I
I I 1
I I I
I
1
I
1
0 50 100 150
200 250
300 350 400
450
1 I I I
I 1 I 1
I FII EGEND-
: : " �'• T FLOOD POOL O10
I - - • - -+- STORAGE POOL
' ............••E•NORMAL POOL
HIN. TOP OF
-BANK ELEV. 1 I
25.5'KSL ____ L----------- L___________ L__
I 1 1
'ELEV. - 23.4' MSL' '
I �,E
� • 2?E.9 MSL I 1
EV. - 21.5' MSL: :
..........r. ............. �.................
' FOREHAY VEGETATIVE SHELF ;
_____L_ _____ ___L____ 6:1 SLOPE _L_____
1 I ' 1
1 I 1
1 I 1
: : 1 LOPE
17.0
1 1 1 1
I 1 1
-----I
`--MAX. ELEV. - 15.5' NSL------ L-----------L -----
1
I I I I
1 1 1 I
1 1 1 I
I 1 1 1
POND #4 SECTION A -A ;
1 I I 1
1 1 1 1
.. vn •nn •ten
30
25
20
15
10
I 1 I I I
I I I 1 I
LEGEND'
FLOOD POOL 010'
1 I - - • - -+- STORAGE POOL
..............+.NORMAL POOL
MIN. TOP OF
-`--------
---------------L-- -BANK ELEV. ----
' ' - 25.5' MSL
: REV. 23.4' MSL: i
SL,
ELEV. •- 22.9' M '
VEGETATIVE SHELF '
6: S SLOPE '
_____________L_ ________ L___________L_____
I I i I
1 1 I I
I 1 I 1
I I I 1
1 SLOPE ;
I I I I
1
' ' MAX. ELEV. = 15.5' MSL
------I
I 1 1 I
I 1 I I
I I I 1
I I 1 1
I I 1 1
I I I I
POND #4 SM-MON B-B
1 I I I
n �n .nn •vn
30
25
20
15
35
I I I I I 1 I I 1 I
I I I I I I 1 I I I 1 I I
I 1 I I I I I I 1 I I I I
I I I I I 1 I I I I 1 I I
1 I I I I I I I I I 1 I I
I + I I I I I I I IE EG ND: 1 I I
I I I I I I I 1 I 1 I I I
' ' ' ' ' ' ' ' ' '- • • • • - FLOOD POOL 010
1 I I I I I 1 I 1 I
I I 1 I I I I I I r -• - - STORAGE POOL
"•••••••••••••••NORMAL POOL
---_-
L----------- L----------- L----------- L----------- L----------- L..__________L----------- L----------- L----------- L----------- L___________ L___________ L_____
I I I I I I 1 1 I I 1 1 I
I I I I I I I 1 I I I I I
I I 1 I 1 1 I I I 1 I 1 I
I I I I 1 I I i I I I I I
I 1 I I I 1 I I I
I 1 I 1 I I I 1 I 1 I I
I I 1 I 1 I I I I IN. TOP OF
REV. - B E . 25. MSL I 1
i.._.._..I_.._.._:._.._..�.._.._..i.._.._..i..�.._..I_.. _.. _j. _.._..�.. _.._..i .._.._ BANK ELEV.
EEV. 24.8' M-26.8' MSL
-----L___________L___________L___________L___________L_______----`____L L__ ________L________________L_____________________________
I I I I I I I I 1 I E SHELF
SLOPE
6: 1 S
1] SLOE
______IL__ -------- L----------- L----------- L----------- L----------- L________=__ L___________ L_ _L___________ L___________ L____ _ LI'III
___________ 'I1111ILI
-----
MAX.
ELEV. 19:0' MSL I I I I 1 1
I I I
I I I I I 1 1 1 I I I I I
I I I I I I I 1 I I 1 1 I
POND YTI SEC.`T10N B-B ;
I 1 I I I I I I I I I I 1
I I I I I I 1 I I I I I I
I 1 I I I i I I I 1 1 I I
n an "nn wn inn nan inn An Ann .Icn cnn
INLET 24'
VEGETATIVE SHELF DO Estt VtI AIL)
0 6:1 SLOPE NLE IW"'HDPE
,-BOTTOM ELEV. = 15.5' MSLA
f0_20
OUTFALL TO ELEV:
ll�
N--FLOOD POOL ELEV. = 23.4' MSL
'TORAGE POOL ELEV. = 22.9' MSL
POOL ELEV. = 21.5' MSL
STORMWATER DETENTION POND #4
SCALE: 1' = 50'
FLOOD POOL ELEV. - 29.5' MSL
STORAGE POOL ELEV. - 28.5' MSL OUTFACE TO ELEV.
NORMAL POOL ELEV. - 27.0' MSL
\� ED OULET
FOREBAY
ELEV. - 21.0'
ETATIVE SHELF
E 6: 1 SLOPE
STORMWATER DETENTION P(yND #5
SCALE: 1' = 50'
:: . . ,,...3 nJ.n�.Ra.>si E a4� o:A+Y�+$.SR.�.ee'aE+i.. '."''�.G.. k ,t .•� ....::i:
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
35
30
25
20
15
I I LEGEND,' I I 1 1
1 I ,' I 1 I I I
-••T••-FLOOD POOL 010
' ' - - •'- - STORAGE POOL I
••••••••'•••••••NORMAL POOL
I I 1 I I
I I I i I 1
-MIN. TOP OF
_L___________ L__ ___L___________ L_ IAW ELEV. L_____
I I 1 I I - 30.5' MSL I
REV EV
._� 2_.-
T �.
I I I I I 1
. s .... Rfy, .-.z? :a'. M............................. '
`VEGETATIVE SHELF
1 5: 1 SLOPE I I I I
______L_ --------- L___________L____ _____L----------- l----------- L_____
I I I I I 1
:1 SLOPE FOREBAY
1
22.0. MSL
: MAX. 9LEV. - 21.0' MSL
I I I I I 1
1 I I I I I
1 I I I I I
1 I I 1 I I
1 I I I 1 I
I I I I I I
: POND #5 SEQMON A -A :
I 1 I I I 1
1 I 1 1 1 1
0 50 100 150 Pon ?5o
EWA
30
25
20
1 I I
I EGEND. ;
: - ••�•• - FLOOD POOL GSO
- - • i- - STORAGE POOL
1 •••••••••i ••••••NORMAL Pi OOL
IN. TOP OF
-- -L1'11I:'I1II: --EEV:- 29;5'T TIII'IIIM% - --
--'
- - BANK IIIIIIII
ELEV
.
30.5' MSL
REV. 2B.5' MSL
EL- 270-ISI :.,._ ENL..VEGETA1 SLOP TIVE SHELF
6: ] SLOPE
MAX. ELEV. - 21:0' MSL
-----1
1 I I
1 I I
1 I I
1 1 1
I I I
1 I I
POND #5 SECTION B-B
1 1 1
1 I 1
n cn .nn
POND ea
Ea Ra
m
EE
QE
as
11
IQ
1 36'
30' 3
3'
24.8'
24.0'
23.5'
20 .5'
19.0'
4 18'
W 1
1.75"
22.9'
21.5'
21.0'
20.5'
20.0'
5 24"
18" 1
2.50"
28.5'
27.0'
26.5'
25. 0'
24. 0'
ALL PIPE SHALL BE HIGH DENSITY POLYETHYLENE A
SUITABLE FOR USE UNDER H2O LOADING t
TOP VIEW OF RISER
i 12' MIN.
NUMBER OF ORIFICES - 'NO'
- 'RE'
BOTTOM OF ORIFICE
REV. - 'OE'
BOTTOM OF TRASH
GUARD ELEV. - 'GE'
IRCULAR ORIFICE
DIAMETER = 'OD' 'B '
-INV. ELEV - 'II'
INV. REV. E
ONCRETE OUTLET - 10'
w
O
SECTION B-B SECTION &A
STORMWA?ER POND OUTLET STRUCCTpURE DETAIL FOR PONDS 1. 4 AND 5 �
N1O
A
}
RD' X 'RD' TEE
'RD" X 'BD' REDUCER
HIDPE PIPE
0) r--I
z cd
a a
0 z
ZO "O f a
D- 4-D o
z �_
19 �o
aF- CJ�-o
C '
Lu
Q z
g c m
CC E.V
F- T,
U) v
c
T
W T
LO
1..V N
W C
W O
OZ
a U
Z O
H 1 1 Z
O
0I
N
�
m
uI-•III
�
T
II II
m
m
C
C
41
YUU
it

25
20
15
10
5
35
30
25
20
15
INLET 24' HOPE
FROM FOREBAY POND
LOOD POOL ELEV. 18.3' MSL
TORAGE POOL ELEV. - 17.82' MSL
VEGETATIVE SHELF OIMAL POOL ELEV-.17.0' NISI.
Ae 6: 1 SLOPE Q)
BOTTOM ELEV. - 13.0'
EMERGENCY SPILLWAY
CREST ELEV. - 18.3' MSL
Q)- m L 7 OUTFALL TO ELEV.
STORMWATER DETENTION POND #2
SCALE: 1' = 50'
NOTE:
GOLF COURSE AND POND CONSTRUCTION BY OTHERS.
DRAINAGE CONTRACTOR TO COORDINATE WITH CONS
AT STORM SEWER OUTFALL AREAS, ADJUST ALIGNMEP
LENGTH AS NECESSARY TO CONFORM WITH FINISHED
OUTLET STRUCTURES TO BE FIELD LOCATED
V
I I I I I I 1 I I
I 1 1 I 1 I 1 1 I
I 1
I 1 1 I I I LE .F� N�: 1 I
I ' ' 1 ' I �•• - •• - FL00 POOL 010 '
-;--•--STO',,GE POOL ;
1 1 I 1 I • 1•••••......••• NORMAL POOL I
1 I I I I 1 I I I
IN. TOP OF
BANK ELEV.
..-..-.. `..-..-.1-..-.. -I.. ELEV. SB;3_NSL-..-..y..-..-..�..-..-.�-.. - 19.3' MSL
ELEV, •1T.82 MSL
................ ................ !................
1.............t..1................ '..................................
...... '
ELEV. 17.0' MSL
I 1 I VEGETATIVE SHELF
' ' ' ' _ _ ________ ' ___________Al _S_LO_P_E' __________
_L _L _L _L _L _L _L _L
y
I i SLOPC I 1 I I 1 I I
I 1 I I I I 1 I I
' ' ' MAX. ELEV. - 13.0' MSL ' ' '
I 1 I I I I 1 I I
I I I I I I I I I
I I I 1 I I 1 I I
I I I I I I I I I
I I I I I I I I I
I 1 1 I 1 I I
1 I 1 1 1 I 1 I I
1 I I 1 I I I I I
I I I 1 1 I I I I
1 I 1 1 I 1 I I 1
1 I 1 1 I I 1 I 1
1 I I 1 I 1 I I I
POND #2 SEQM0N A -A
I I I I I I I 1 1
1 1 I I I I I I I
0 50 100 150 200 250 300 350 400
25
20
15
10
5
1 1 I
1 LEGEND'
1 I
I ___ _ I 1
- •• ... - FL000 POOL G10
- •� - STORAGE POOL
1 ................NORMAL POOL
'MIN. TOP OF
-- - - - SBA K ---� ELEV. -----------; -
1 ELEV. • f8.3' MSL ;
' - • ELEV_17.82' MSL -
........ ......1 .............
1 ELEV. • 17.0' MSL
VEGETATIVE SHELF ;
L_ _ 6:1 SLOPE _____ _L_____
1 SLOPE ;
MAX. ELEV. 13.0' MSL ;
1 1 1
I 1 I
1 I I
1 I 1
I I 1
I I 1
I I 1
I 1 1
1 I 1
I I 1
POND #2 SEMON B-B
0 50 100
I 1 I I I I 1 1 I I 1 1 I I 1 I 1 I I
I I 1 1 1 I 1 1 I I 1 1 I I 1 1 1 1 1
I I I I I 1 I 1 I I I I ' I 1 1
1 1 1 I I 1 1 I I I I I 1 1 1 1 LEGENDr 1 1 1
I 1 I I 1 I 1 I I 1 I I 1 1 1 1 1 I I
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' - • • - •'• -• FLOOD POOL 910 '
1 1 1 1 1 I I I I 1 1 1 1 1 1 I
I 1 1 I I I I I I I I I 1 1 , I --• �r - STORAGE POOL
I I I I I I I I I I I i ...........1..... NORMAL POOL I
L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L------------ L----------- L_____
I I I 1 I I I I I I I I I I I MIN. TOP OF '
1 1 1 I 1 1 I I I 1 I I 1 1 1
1 1 I I I 1 I I 1 I I I I 1 1 I BANK ELEV
L
1 1 I 1 I I I • C7.6• MSL I 1 I • 29.0• MSL 1
ELEV. • 27.4' MSL
1 1 1 1 1 1 1 I I 1• I 1 1 I I
..........I1Ir1 11111 IIIIII . .111II .11III1 .. 11II1I ..�
I ........... ,....... ........
ELEV. 27.0' MSL
-ELEV.= 26.O'MSL VEGETATIVE 'SHELF
FOREBAY' 6. 1 SLOPE
______1 L_--------- L----------- L----------- L----------- L________-__L__ ___--_-L__---_--__-L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L____________--------- _L111r11'1
-----
:1 SLOPE MAX. ELEV. - 23.0' MSL ,
I I 1 I I 1 I I 1 I 1 1 I I 1 I I I I
I I I I I I 1 I I I 1 t I I I I I I I
1 I I I I I 1 1 I I 1 1 1 I I 1 1 1 I
I I 1 I I I I I I I I 1 I I I 1 1 I I
I 1 I 1 1 I I 1 1 1 1 1 1 1 I 1 I 1 I
1 I 1 1 I 1 1 I 1 1 I 1 I I I I I
_L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L----------- L __ _L----------- L----------- L----------- L L _L
I I I I I I 1 I 1 I 1 I I I I I I I I
1 1 1 I I 1 1 I 1 I I 1 1 1 I I I I 1
I I I I I 1 1 1 1 I 1 1 1 1 I I I I I
1 I I I I I I I I 1 1 I I I I I I I
1 I I 1 1 1 1 1 1 I I 1 I I I I I I 1
1 I 1 1 1 1 1 I \Mry� 1 1 1 I I I 1
I I I I 1 I POND #3 $E(,`TION A -A I I I I I I I I
1 I I 1 1 1 1 I 1 1 1 I I I I I I I 1
I I I 1 I 1 1 I 1 1 1 1 I 1 I I I I 1
1 I 1 I 1 1 I 1 I 1 I I 1 1 I I I 1
1 1 I I I I 1 1 1 I 1 1 1 1 I I I 1 I
n Sn inn 150 Pnn DFn inn 3Fn Ann A5n cnn ccn cnn Acn inn BRA Ann Acn onn
35
30
20
15
i 1 1 I
I 1 1 I
I I 1 I
I ' LEGIcNO: 1 I
-FLOOD POOL G10
-• T - STORAGE POOL
' I ................ NORMAL POOL
-----I
MIN. TOP OF
ANK ELEV.
V - 29.0 MSL
I
ELEV. - 27.4' MSL
E - 27.8' MSL
,.�L I I
...................
EL
- 27.0' NSL "; ' ;
VEGETATIVE SHELF
-----L - ------ 6:1 SLOPE -L- ---------L-----
i SLOPE ;
1 1 I I
MAX ELEV. - 23.0' MSL '
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I 1
i I I I
I I I I
i I I I I
POND #3 SECTION R-R
I 1 I I
I 1 1
i I 1 I
0 50 100 ISO
STORMWATER DETENTION POND DATA
F.
m
0 ELEV. U)
g �
D_ �{ a
z p J
Q•
D- 4-D (3)
Z cd _
r 0 P: o
w 1- Z bAz
Z
U) w
L J� o
ccLU
• I••{ o
e-__f c 3
Q z
�-1
o:
m
!r cd
0 T,
U) v
cc
J
Pond
Pond
Pond
Pond
Pond
Proposed BUA Serw G by Pond ac.
30.46
10.22
14.95
2.48
1 5.65
Total Drainage Area � FCA Served by Pond ac.
89.81
25.00
32.50
3.08
! 11.15
% BUA to TDA
33.9
40.9
46
80.5
50.7
Computed Runoff from 1' Rainfall
115813
38000
54800
8700
20500
Minimum Permanent Pool Depth ft.
5
. 4
4
6
6
Required Surface Area O Normal Pool
93900
39200
1 56700
6200
1 13600
Provided Surface Area O Normal Pool (so
159000
46000
140000
6200
1 14300
Provided Surface Area 0 Storage Pool (so
166000
48000
14S000
7700
16700
SW Storage Depth Ift.
0.80
0.82
0.40
1.40
1.50
Storage Within SW Storage Depth cf
129000
38500
57000
9700
23200
Diameter of Orifice(s)( in.
3
2
1.75
1.75
2.5
I�,
Number of Orifices
3
2
3
1
1
Eof Orifices f. MSL
2.4
1
27
2
2.7
A ae Time for Drawdown da
31
37
2.8
2.8
35
POND @E SE
2 19.3' 18.3'
3 29.0' 27.4'
8' SCH. 80 PVC TEE AND
EXTENSION
OLTLET STRUCTURE
ELEV. - 'RE'
NUMBER OF ORIFICES - 'NO'
CIRCULAR ORIFICE DIAMETER • 'OV
BOTTOM OF ORIFICE ELEV. 'OE*.
BOTTOM OF ORIFICE 3UARO ELEV. - 'GE'-
INV. ELEV. - 'II'.
POND
d a M aE IIE aE. u la
2 2' 19.0' 17.0' 16.5' 16.5' 16.0'
3 1.75e 28.0' 27.0' 26.5' 26.5' 26.0'
"IN. TOP OF BANK - 'BE'
\ REST OF SPILLYWAY ELEV. - 'SE'
BERMUDA SOD FROM NORMAL POOL
TO POINT DOWNSTREAM WHERE
PVC ORIFICE GUARD CHANNEL SLOPE IS LESS THAN 1%
BOTTOM INV. OUT ELEV. - 'I0'
LONGTTUI)INAL SEMON
BERMUDA SOD TO MINIMUM
TOP OF BACK ELEVATION
3 nECEIVED
Iu^�{ JUN 1 71997 D
D E M
STORAMATER OUTLET STRUCTURE AM PROJ #_
PRDICIPAL/19=RQ1lNCY SPILLWAY FOR PONDS #a AND #8
ATS
gNOT4RELE�k :, ;�e����;
FINAL
S
L DRAWING
D FOR CONSTRUCTION
11
3
1 6'
SPILLWAY CROSS SECTION
7i]
''hham O
V1 0)
W Kn
i�v•y�/••
co
W co
W O
OZ N
U
��1 t
z o
LU z
0)
0
0
Az
_I N
N
V! O
z CO
0--111 O Q
U CL
V1 � (0
J
Q
U
O
OV
CO
O 0~C
b N
�
m
m
�
G
K%
D
V
a

o wd-u
TYPICAL CUL-DE-SAC
NTS
VARIES
WALKWAY/BIKEWAY PARK
6'
!6'
VARIES
i6'
6'
2 7 7 2
7 7 2
MAX. SLOPE
3 1 TIE TO
1' PER FOOT
SHOULDER
1' PER FOOT -*-EXISTING
1/4' � FOOT I �• PER F T
!/�FOfT f �' PEA F T
GRADE
MIN. SLOPE
6, 1
6' 1
:•s•••:.:•• •.'•s.s: s• •s•:
•. •s.. • . ..
MIN. SLOPE
TIE TO
:XI TING y : 1
GRADE
't'"�1
SEE CURB DETAILS
MAX. SLOPE
COMPACTED SUBGRADE
COMPACTED SUBGRADE
TYPICAL CUT SECTION
TYPICAL FILL SECTION
ABC OR 12' STBC
ABC OR 12' STBC
2' I-2 BITUMINOUS CONCRETE
2' I-2 BITUMINOUS CONCRETE
TYPICAL SECTION FOR ZION HILL ROAD - NCSR 1114
NS
6'
MAX. SLOPE
SH01LOEA
MIN. SLOPE 1
3: 1 TIE TO
1' PER FOOT 1' PER OOr
f/4' PER FOOT 1/4' PER FOOT GRADE
•tom �► 6:
TIE TO
6: 1 • .. ......... MIN. SLOPE
EXISTING y 1 SEE CURB DETAILS
GRADE TYPICAL CUT SECTION
MAX. SLOPE OMPACTED SUBGRADE
TYPICAL FILL SECTION 6' ABC OR 9' STB
I-2 BITUMINOUS CONCRETE
TYPICAL SECTION FOR ZION HILL ROAD- hCSR 1114
L>L
R/W
6'
MAX. SLOPE
SHOULDER SHOULOEN 3:1 TIE TO
1' PER FOOT 1' PEN FOIT �-EXISTINS
F00T 1/�' PER FOOT GRADE
MIN. SLOPE t� �! 6:4
TIE TO 6' 1 MIN. SLOPE
EXISTING y 1 SEE CURB DETAILS
GRADE MAX. SLOPE COMPACTED SUBGRADE T(PICAL CUT SECTION
TYPICAL FILL SECTION 6' ABC OR 9' STB
I-2 BITUMINOUS CONCRETE
TYPICAL SECTION LOOP ROAD
im
MIN. SLOPE
TIE TO 6: 1
EXISTING y I
GRADE MAX. SLOPE
TYPICAL FILL SECTION
m
G. i
2' g•- g•
' 2'
SHOULDER
1' PER FOOT
1/A�T 1/I��FO'T
I(SHOULDEE
1' PER F001
MAX. SLOPE
i 1 TIE TO
10-01STING
6: 1 GRADE
•• MIN. SLOPE
SEE CM DETAILS
COMPACTED SUBGRADE T'PICAL CUT SECTION
6' ABC ON 9'ABC OR STB
I-2 BITUMINOUS CONCRETE
TYPICAL ROADWAY SECTION
mm
.' SECTIONS FOR
R/W
R/W
r`1
WALK WAY/ BIKEWAY PARK
PAVEMENT
ASPHALT
TYPICAL CARTPATH SECTION
mm
TYPICAL CUL-DE-SAC
IR'S
8
C�
z
O
Z
U�lno:
W
U)
v
4 _
Z
9
uzo
O
ccaj
L°1
Y
Q
-j
�W 3
O
z
R/W
en•
1' L
p MAX. SLOPE SHOULDER 1/A' Z'�RFCOTt1/1'PER FOOT SHOULDER
NG1' PER FOOT s—s 1' PER FOOT k 1 MAX. SLOPE _ �VVIJJJ
No
MIN SLOPE MIN. SLOPE
OMPACTED SUBGRADE
6' ABC OR 9' STBC 1l
11/2' I-2 BITUMINOUS CONCRETE
CONSTRUCTION TO BE IN ACCORDANCE WITH LATET NCDOT SPECIFICATIONS
TYPICAL SECTION FOR COLEY HEWETT ROAD - NCSR 1251
NTS cN+)
�1 CO
a _U)
O
T
W
W !!^^
v MV /
N LU W co
W o
R/W O Z 0)
U
50, L
Z O
W z
d
SHOULDER 1/1' PER FOOT 1/1' PER FOOT SINIUILDER O
EO MAX. SLOPE 1' PER FOOT .•--� �- 1' P- FOOT MAX. SLOPE TIE TO
ENS y� 1 5: 1 5: 1 5: 1 —.*.EXISTING ^ Z
DE GRADE j..�
MIN SLOPE MIN SLOPE
OMPACTED SUGGRADE
6' ABC OR 9' STBC ^^� N
II/2' I-2 BITUMINOUS CONCRETE 'V , J N
NOTE: ROAD TO MARINA AREA SHALL HAVE 60' R/W ` X
r�J
TYPICAL SECTION FOR ALL INTERIOR ROADS O O Z m a
NTS U
a
NOTE:
SOME OR ALL FUTURE DEVELOPMENT MAY INCLUDE CURB & GUTTER ROADWAYS.
AT SUCH TIME AS DETAIL PLANS ARE PREPARED FOR FUTURE DEVELOPMENT,
"ENGINEERED SOLUTION" STORMWATER SYSTEMS SHALL BE DESIGNED FOR
AREAS WHERE STORMWATER IS "COLLECTED". REVISED PLANS SHALL BE SENT
TO DWO FOR REVIEW AT THAT TIME.
AY TYPICAL ROADWAY SECTIONS FOR FUTURE DEVELOPMENT
FINAL DRAWING
NOT RELEASED FOR CONSTRUCTION
0
m
t
4D
U)
0
9 i-0090

e a
•r a• ,
e a e e
e �• r
i.:
O •�
�f
i..i..
i..
:.r
INSTALLATION OF JUTE THATCHING IN SWALES
WHERE APPLICABLE
Jute thatching shall be used in swales where the slope exceeds 0.015 (1.5%)
SPECIFICATION GUIDE
A Preparing a channel and seeding: To prevent meandering, slope chazind to center to confine low flows to
the channel where thatching will be laid
1. Fertilization - Lime and fertilize as specified In "Seeding Schedule'. Disk as needed but do not
cultipack•
2 Vegetative Sprigging - Plant grass sprigs or similar material before the thatching is put down.
Spacings for planting may vary. Suggested maximum Is 10 x 20 Inches.
3. Seedings - ,Split the application. Sow half the seed before placing the thatching. Plant the remaining
half after the thatching Is laid.
B. Laying the Thatching: The thatching shall be laid on loose soil after all rocks, clods and sticks have been
picked up that would prevent contact with the soil surface.
1. Start laying the thatching from the top of the channel and unroll down grade so that one edge of the
strip coincides with the channel center. Lay a second strip parallel to the first on the other side of the
channel and allow a 2 inch overlap. If one roll of thatching does not extend the length of the channel,
continue downhill with additional rolls.
2. Securing the Thatching - Bury the top end of the jute strip In a trench 4 inches or more deep. Tamp the
trench full of soil. Reinforce with a row of staples driven through the Jute about 10 inches apart. Then
staple the overlap 1n the channel center. These staples should be 3 to 4 feet apart. The outside edges
may be stapled similarly at any time after the center has been stapled. Closer stapling along the sides
is required where concentrated water may flow into the channel.
Where one roll of thatching ends and another roll begins, the end of the top strip overlaps the trench
where the upper end of the lower strip Is buried. Make the overlap at least 4 inches and staple securely.
3 Erosion Stops - At any point the thatching may be folded for burying in slit trenches and secured as
were the upper ends. This checks water flow and erosion that may begin under the matting. It also
gives Improved tie -down. The procedure is recommended on steeper slopes and gentler slopes of
sandy soil or areas subject to seepage. Spacings of stops vary from 25 to 100 feet.
4, Diversions - Where diversion terraces outlet into the waterway, the outlet should be protected with
thatching used in the same manner as in the main channel. The thatching for the outlet Is laid first so
that thatching in the main channel will overlap the outlet strip.
Ei Thatching - Soil Contact - Get contact between thatching and soil by rolling at right angle after laying,
stapling and seeding Is complete. Perfect contact is vital to keep water flow over not under the
thatching•
6 Staples - Hairpin -shaped wire staples, number 8 gauge: 8 and 10 inches long have been used. The
longer staples are used in loose or wet soil. Wire staples are better than wooden pegs because the
staples can be driven flush with the matting. Wooden pegs extend above the thatching and may catch
trash that diverts water flow out of the thatch protected channel. Wooden pegs may also set up a
damaging turbulence.
C. Inspection: After job completion• make sure the thatching Is in contact with the soil at all places and the
critical areas are securely stapled down.
SEEDING SCHEDULE
I. All disturbed areas due to construction and any severely eroded areas shall be stabilized by the
establishment of a permanent grass cover. The seed species shall be selected based on the type
soil present, seasonal conditions and other considerations. As an alternative, the contractor
may use the methods and schedules shown below; however, it is recommended that a specialist
be consulted with attention given to site specific conditions.
a. Cultivate area to a depth of 5 inches
b. Apply agricultural lime at the rate of 4000 lbs. per acre
c. Apply 10-20-20 commercial fertilizer at the rate of 500 lbs. per acre
d. Sow grass seeds at the following rates:
Kiad Rate Per Acre
Common Bermuda Grass
unhulled 25 lbs.
hulled 12 lbs.
Pensacola Bahiagrass 50 lbs.
Korean Lespedeza 25 lbs.
Tall Fescue 30 lbs.
e. Mulch with straw at the rate of 3250 to 4350 lbs. per acre.
f. Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per
acre.
2. Where it is not possible to establish a permanent grass cover in a reasonably short period of
time due to seasonal considerations, a temporary grass cover shall be established. The
temporary cover shall include the planting of annual grasses or small grains such as rye grass,
however shall not be considered a permanent grass cover. Where the season or other
conditions are not suitable for growing a temporary erosion resistant cover, mulch may be
applied, however, mulch used alone shall be for the shortest time practical. A temporary or
permanent vegetative cover shall be established as soon as conditions are favorable.
3. Topsoil shall be used over unfavorable soil conditions for successful establishment of
vegetative cover.
4. Irrigate as necessary to optimize plant growth.
This drawing is the property of HOUSTON and ASSOCIATES, P.A.and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSOCIATES• P.A. OCopyright 1996
ALL RIGHTS RESERVED
RNAL DRQWN3
NOT RELEASED FOR CONSTRUCTION
EXISTING
NFN rnURTR
UCTION
SECTION VIEW
CONSTRUCTION ENTRANCE DETAIL
NTS
FRONT VIEW
:EL OR MOOD POST
WOVEN MIRE FENCING AS REO'RD.
(SEE NOTE ! 6.1
-SILT FENCE FABRIC
U2
MATE FILL SLOPE
1/2GA. i
>x
MIN. COMPACTED FILL OVER SKIRT*
ANCHOR SKIRT WITH MIN 4' LONG
i WIRE STAPLES 1 12' O.C.
OR REPAIR SILT FENCE FAILURES,
USE REPAIR
WASHED
U STONE IN LIEU
COMPACTED FILL.
SIDE VIEW
1. Moll Silt fenree an snow en raring and at locations necessary to control siltation of adjacent sea.
2. Whare seed posts re and. they Mall be a minim of 3' in diameter and 6' 1n length. Posts shall be creosote or
pentachlomponol treated southern pins.
I hem steel poets are Wed. troy shall k 5' in length and be of the "If fntow angle type.
L Worm rim fencing, when required loos Hato ! %. shall confon to ASTW A116 far class 3 gtiveniting• Fabric Shall
be a minim of 32' wide and here a ainlm of 6 live wine with 12' stay $Wine. The top and bottom wires Mall
he is awes, And intermediate straw Mall be 12-1/2 pugs. Wire fabric shall be fostered to wood poste with not lees
than w staples 1 1/2' long.
L filter fabric shall be of orlon. polyntr• propyl•W or ethylene Tern with minim tirenMgtth of 30 lb./lin. in., end a
minimum64 filtering efficiency. Fabric Shall contain ultraviolet ifmieitom ant stibillrers.
S. If filter fabric is Wed with a tire" of 50 DAM. in. r Witter, and the past spring 161 does not exceed 6'. Seven
sin fencing Is rot required. Otherwise. seven WIN fencing is required, And post spring Moll hot exceed 8%
STANDARD TEMPORARY SILT FENCE.
NTS
1. Vigorous stand of permanent grass cover shall be established as soon as possible along the center line and
banks of channel. Where banks cannot be adequately stabilized with vegetation, an artificial liner such as
rf -r shall be used to protect the banks.
D ep
2. Where elope of channel bottom exceeds 1.5X fate thatching, or other effective channel lining material, shall
be used to protect channel center line and banks. (See 'Installation of Jute Thatching 1n sales.']
1 MAX
3
TYPICAL VEGETATIVE SWALE
NTS
--TOP ELEVATION OF STORMNATER
CHANNEL
SECTION VIEW
i5 WASHED
STONE
FRONT VIEW
15 WASHED
STONE
1'
RIP -RAP
NOTE: HEIGHT G WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REGUIRED
TYPICAL CHECK DAM DETAIL
NTS
-------------
I I
I I
I I
1 1 :�rato". �
Vs2 Ming I
I I
I I
I I
TREATED 2 X 4 POST G FRAME
PLAN VIEW
r.r
q;
IA
�Z -
so
a�
LLZ
Z.
X"
w
MAX.
EXTRA STRENGTH (50 #/1 IN. MIN.) SYNTHETIC POROUS
FABRIC OF NYLON, POLYESTER, OR ETHYLENE YARNS.
SECTION MA
TYPICAL CATCH BASIN PROTECTION
NTS
SEALWATER-TIGHT
ETOTloBSNIA L CATCH BASIN
PIPE I
e
CRUSHED STONE
-----------------
COMPACTED SUSGRADE
SECTION R-R SECTION A -A
TYPICAL ROLL CURB CATCH BASIN
Im
EROSION CONTROL NARRATIVE
A. PROJECT DESCRIPTION
The bluegreen project includes the construction of a twenty-seven hole golf course,
associated clubhouse and maintenance facilities, residential areas, and associated roadways. An
portion of the project and the major roadway systems,
r for the golf course o Erosion Control Plan o
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titled "Carolina National at Winding River", was submitted to the State by Houston and Associates
September 17, 1996. Approval for the "golf course" plan was granted in a letter from the State
dated October 10, 1997.
The current phase of the project, designated herein as Phase 1, includes the construction of
the roadway and associated drainage systems to serve the residential areas within the northeast
systems have been revised from that resented
quadrant of the project. The roadway and drainagey p
in the previously mentioned approved Erosion Control Plan.
The bluegreen property is located in southern Brunswick County approximately 3 miles
southeast of Supply. The bluegreen tract is composed of approximately 1,100 acres, the
e formed b the Lockwood Folly River. Access to this property southeastern bounds of which is
Y Y P P Y
a Supply along NC 211 approximately 2.5 miles turning can be attained by traveling southeast from S pp y g pp y g
south on NCSR 1114, and traveling approximately 1/2 mile to the northern property boundary.
.NCSR 1114 passes through the property, as does Sandy Branch.
The Phase 1 portion of the bluegreen project drains to Sandy Branch, a tributary to the
Lockwood Folly River.
The current land use of the project area and surrounding properties is primarily woodlands.
B . SOILS AND TERRAIN
Most of the Phase I project area to be disturbed is slightly rolling. Relief ranges from
approximately 44' MSL to approximately 10' MSL. The Soil Survey of Brunswick County
indicates that the four most prominent soils within the Phase I project area are Blanton, Bragg,
Forestoni, and Leon. The Blanton soils are typically well drained fine sands on uplands. The
Bragg soils are typically well drained fine sandy loam. The Foreston soils are typically moderately
well drained loamy fine sands on uplands. The Leon soils are typically poorly drained fine sands
on uplands.
C.EROSION CONTROL MEASURES
Land disturbing activities for this project will involve the construction of roadways and
stormwater ponds. All runoff from the roadways will flow through one or more ponds before it is
discharged to adjacent surface waters. The proposed ponds therefore, will provide significant
protection for limiting soil loss to adjacent properties. These ponds will be permanent "fixtures",
and thus will serve the site on a continuous basis. To supplement the ponds, silt fencing, stone
check dams, and construction entrances will be used as temporary erosion control measures.
EROSION CONTROL GENERAL NOTE
1. All construction activities shall be performed in compliance with the Sedimentation Pollution
Control Act of 1973.
2. All land disturbing activity is to be planned and conducted to limit exposure to the shortest
feasiole time.
3. All construction sites and severely eroded areas shall be stabilized by a permanent vegetative
ground cover.
4. Whe -, it is not possible to establish a permanent ground cover in a reasonably short period of
time due to seasonal considerations, a temporary ground cover shall be established. The
temrorary cover shall include the planting of annual grasses or small grains. Where the
season or other conditions are not suitable for growing a temporary erosion resistant cover,
mulch may be applied. Mulch used alone shall be for the shortest time practical. A
temporary or permanent vegetative cover shall be established as soon as conditions are
favorable.
5. Silt fencing, and other temporary erosion control measures as may be necessary, shall be
installed prior to the start of construction. As soon as the area is stabilized, the temporary
measures may be removed.
6. Topsoil shall be used over unfavorable soil conditions for successful establishment of
vegetative cover.
7. Irrigate as necessary to optimize plant growth.
8. Over the life of the project, the owner shall make periodic inspections to evaluate the success
in controlling erosion of soils to off -site areas. If areas are found where erosion is taking
place, the Owner shall take the necessary measures to remedy the situation.
CONSTRUCTION SEQUENCE
1. Obtain approval of Erosion Control Plan from NCDEHNR - Land Quality Section.
2. Install silt fencing and construction entrances as shown on the Plans and as otherwise
adequate to prevent eroded soils from entering Sandy Branch, or existing roadside
ditches.
3. Clear and grub along routes necessary to provide access to proposed pond areas.
4. Clear sites at proposed pond locations.
5. Construct ponds.
6. Clear and grub roadway routes.
7. Rough grade roadways.
8. 'Clean sediment from ponds periodically.
9. Finish roadway construction.
10. Seed and mulch disturbed areas within 30 days after finished grades are established.
11. Maintain erosion control measures until permanent ground cover is established. (The use
of winter rye grass is considered a temporary measure and will not be accepted as
permanent ground cover.)
12. Obtain certificate of compliance through on -site inspection by Erosion Control Engineer.
Contract person Mr. Dan Sams (919-256-4161).
13. Remove temporary erosion control measures and stabilize these areas immediately.
Permanent erosion control measures shall remain.
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NOT RELEASED FOR CONSTRUCTION SCALE: 1 1'300'
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