27-96 Oversized Plans Rivers Edge

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A. BURY THE TOP END OF THE JUTE STRIPS IN A
TRENCH 4 INCHES OR MORE IN DEPTH.'
B. TAMP THE TRENCH FULL OF SOIL. SECURE v,
v
WITH ROW OF STAPLES, 10 INCH SPACING,
4 INCHES DOWN FROM TRENCH. '"` •� • •'' ''�'r\ tirti\/�;r,\rr%, •%•
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C. OVERLAP - BURY UPPER END OF LOWER
E. OVERFALL-,�. w
STRIP AS IN "A" AND "B". OVERLAP END z V
OF TOP STRIP 4 INCHES AND STAPLE.
41
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D. EROSION STOP - FOLD OF JUTE BURIED IN
SLIT TRENCH AND TAMPED, li, + V
DOUBLE ROW OF STAPLES. { :r'...., ..
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V
"F. PRESS ENDS OF JUTE 4 INCHES INTO THE SOIL
AROUND STRUCTURES AND STAPLE SECURELY.
JUTE THATCHING STABILIZATION DETAIL
NTS
STALLATION OF JUTETHATCHING IN SWALES
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 channel 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
u11ipack-
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.
a Seedings - Salit 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 - Bun, 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. 'hen
staple the overlap in the channel center. These staples should be 3 to 4 feet apart. The outside edges
may be stapled simila-rly 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.
a 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.
Ex Thatching - Soil Contact - Get contact between thatching and soil by rolling at right angle after laying.
stapling and seeding is complete. Perfect contact is %ital 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 cones with the soil at all places and the
critical areas are ur ly stal2led down.
SEEDING SCHEDULE
1 . 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:
Kind Rate Per Acre
Common Bermuda Grass
unhulled 25 lbs.
hulled 12 lbs.
Pensacola Bahiagrass 50 lbs.
Korean Lespedeza 25 lbs.
Tali 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.
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 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
vegeuttive cover.
4. Irrigate as necessary to optimize plant growth.
This drawing is the property of HOUSTON and ASSOf'IAT S, P.A. and
is not be reproduced in whole or in part without writt#*n permission from
H()l'S'I'(`N'and ASSOCIATF:.S, P.A. (D Copyright 1995
ALL RIGHTS RESERVED
EXISTING ROADWA
6" MIN.
TIE TO MAX. SLOPE
EXISTING >; -_ 5:1
GRADE 6.i -
MIN. SLOPE
_ _ _ _ TOP ELEVATION OF STORMWATER
1 MAX.
XISTING SLOPES -
PLAN VIEW
10' MIN.
35' MIN.
SECTION VIEW
CHANNELSLOPE
SECTION VIEW
NEW CONSTRUCTION "Z ' "�"`•'
15' MIN.
-- - W.
#5 WASHED
' -
�12" MIN. a. �;\`r,\.•�•���,
? -> r�..�\ ?:::•, r: STONE
CONSTRUCTION ENTRANCE DETAIL
NTS
VARIES
6' 1 6' 1 20' 1 6' 1 64
FRONT VIEW
go �of
STONE
Olt of
•,.,.a<,�\.,....., 1 RIP -RAP `„r ,-.,•
VARIES
NOTE: HEIGHT & WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED
TYPICAL CHECK DAM DETAIL
NTS
{
R'I � S (SEE NOTE 16.) _
12' STAY
I" PER FDER OOT 1_4 R F007 1'�" PER t<0oT I is PER FOOT _--� HOULDER MAX. SLOPE TIE TO
5:1-...... :. ::. 5:1 5:1 f_ --4-EXISTING
- 6:1 GRADE
Q_0"MPACTED SUBGRA07E) MIN. SLOPE
6" ABC OR 9" STBC
Z" 1-2 BITUMINOUS CONCRETE
TYPICAL ROADWAY SECTION
NTS
MIN. 10 GA
LINE WIRES
r STEEL OR WOOD POST
/ WOVEN WIRE FENCING AS REQ'RD.
'i (SEE NOTE # 6.)
SILT FENCE FABRIC
I Ij
N. 12 112 GA. -� fERMEDIATE o -
i j - FILL SLOPE
� �
RE z
iADE
' 1 _6' MIN. COMPACTED FILL OVER SKIRT'
UJ'O ;����\ `�'± ANCHOR SKIRT WITH MIN 4" LONG
UJ
p WIRE STAPLES @ 12" O.C.
3 `FOR REPAIR OF SILT FENCE FAILURES,
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL.
FRONT VIEW SIDE VIEW
1. Install silt fences as shown on drawing and at locations necessary to control slitatbn of adiacent areas.
2. Where wood posts are used, they shall be a minimum of 3' ir diameter and 6' in length Posts shall be creosote or
pentachlorope" treated southem pine.
3 VVtwe SOW posts are used. V*y shall be 5' in length and be of the self fastener angle type.
e V: vvn vAM IWXXV. where rwpred (see Note # 6), shall conform to ASTM A116 for lass 3 galvanizing. Fabric shall
be a minimum of 32' wide and have a minimum of 6 line wires win 12' slay spacing The top and bottom wires shall
be 10 gauge, and ntenTledeft wires shall be 12-112 gauge. Wire fabnc small ce fastened to wood posts with not less
V%an #9 staples 1 1 R- iio%
5. Filter fabric sMI be of nylon, polyester, propylene or ethytene yarn with minimum strength of 30 Ib.Ain. in., and a
mrrtmum 85% fdterfng efficiency. Fabric shall contain ultraviolet inhibitors and stabilizers.
6 If fitter fabric is used with a strength of 50 IbJlin. in. or greater, ArLd the post spacing (S) does not exceed 6% woven
wire fencing is not required. Otherwise. woven wire fencing is required, and post spacing shall not exceed 8'.
STANDARD TEMPORARY SILT FENCE
NTS
EROSION CONTROL NARRATIVE
A. PROJECT DESCRIPTION
This project is located in southwestern Brunswick County within the Town of
Shallotte planning jurisdiction. This project encompasses a total area of
approximately 570 acres with development of an 18 hole golf course and single-
family residential subdivision.
B. SOILS AND TERRAIN
Most of the project area to be disturbed is flat to gently rolling. The Soil Survey of
Brunswick Countv indicates that the most prominent soils within the project
boundaries are Baymeade fine sand, Blanton fine sand, Foreston loamy fine sand,
and Torhunta mucky fine sandy loam. These soils demonstrate slow surface
runoff with moderately rapid permeability.
C. ADJACENT PROPERTY
The project is generally bounded by the Town of Shallotte to the North, Brierwood
Golf and Country Club to the West, and the Shallotte River and estuary to the East.
D. EROSION CONTROL MEASURES
Land disturbing activities for this project are related to the construction of
roadways, golf course fairways, ponds, and associated drainage features. Runoff
from the project drains through vegetative open channels and eventually enters the
Shallotte River. Much of the runoff will pass through one or more of the three
existing or four proposed golf course ponds before reaching the Shallotte River.
The primary temporary erosion control measures shall be stone check dams, silt
fencing, a construction entrance, and temporary grassing. These temporary
measures will prevent sediment from being discharged off -site until all areas are
stabilized. The primary permanent erosion control measures which will remain
after the temporary measures are removed shall be permanent grassing, ponds,
and riprap outlet protection at culverts.
CONSTRUCTION SEQUENCE
1. Obtain approval of Erosion Control Plan from NGDHENR - Land Quality
section.
2. Install construction entrances, silt fencing, and check dams.
3. Obtain certificate of compliance through on -site inspection by Erosion
Control Engineer. Contact person Mr. Dan Sams (919-256-4161).
4. Begin clearing and grubbing for proposal roadways, golf course fairways,
and ponds.
5. Rough grade roadways and install culverts with outlet protection.
6. Construct fairway and ponds.
7. Install all underground utilities.
8. Complete grading and pave roadways.
9. Clean sediment from check dams periodically as required to prevent
sediment from over topping dam and migrating down stream.
10. Seed and mulch disturbed areas within 30 days after finished grades are
established.
11. Nlaintain erosion control measures until permanent ground cover is
established. (The use of winter rye grass is considered a temporary measure
and will not be considered as permanent ground cover.)
12. Request final approval by Erosion Control Engineer.
13. Remove temporary erosion control measures and stabilize these areas
immediately. Permanent erosion control measures shall remain.
EROSION CONTROL GENERAL NOTES
1. All construction activities shall be performed in compliance with the
edimentation Pollution Control Act of 1973.
2. -\11 land disturbing activity is to be planned and conducted to limit exposure
to the shortest feasible time.
3. :ill construction sites and severely eroded areas shall he stabilized by the
establishment of a permanent ground cover.
4. The temporary rock check dams, silt fencing and riprap outlet protection, to
the extent possible, shall be installed prior to the initiation of any grading. As
goon as all areas are permanently stabilized, all permanent measures have
been installed, and final approval is received by the DEM, the temporary
measures may be remoN ed.
5. ()ver the life of the pr-lect, the Owner shall make periodic inspections to
evaluate the success in controlling erosion of soils to oft site areas. If areas
are found where erosiot. is taking place, the Owner shall take the necessary
measures to remedy the situation.
FOR APPROVAL
NOT FOR CONSTRUCTION
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95-0095

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VICINITY MAP
SCALE: 1 Inch = 3/4 Mite
H I
GO -LAA I -LN K S
EROSION CONTROL AND
STORMWATER PLAN
DUNE 1995
PROJEC' # 95-0095
PREPARED B Y:
HOUSTON AND A.SSO(,IATES, P.A.
CONSULTING ENGINEERS
117 Pine Street P.O. Box 2927 Shallotte, North Carolina 29459 (910) 754—E324
BUS.
OT
THE ROCK
This drawing is the property of HOUS'I'ON and ASSOCIATES, P.A. and
is not be reproduced in whole or in part without written permission from
HOUSTON and ASSO CIATF,S, P.A. © Copyright 1995
ALL RIGHTS RESERVED
95-0095

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This drawing is the property of HOUST©N and ASSOCIATES, P.A. and
a i& not be reproduced in whole or in part without written Permission from
"OuSTON and ASSOC: ATF-+, P.A. ) Copyright 1995
o ALL RIGHTS RESERVED
95-0095

916wo

STORMWATER PROJECT BOUNDARY
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This drawing is the property of HOUSTON and A4�SOCIATES, P.A. and
is not too reproduced in whole or in part without written permission from
r Hot" S"i''ON and ASSO!t~IATE.S, P.A. copyright 1995
ALL RIGHTS RESERVED
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STORMWATER DATA SUMMARY
BUILT —UPON AREA:
571 RESIDENTIAL LOTS Q 6,400 SF/LOT
83.89
AC.
ROADWAYS
20.81
AC.
CLUBHOUSE
3.00
AC.
EXISTING AMENITY AREAS
0.50
AC.
MULTI —FAMILY:
AREA ''Ali
1.00
AC
AREA '' B "
5.00
AC.
AREA licit
2.00
AC.
AREA 1l D ll
4.50
AC
AREA ,' E ll
1 6.50
AC.
CARTPATHS (ESTIMATED 36,000 L.F. Q 8' WIDE)
6.61
AC.
TOTAL BUILT —UPON AREA 141.81 AC.
STORMWATER PROJECT AREA 569.03 AC.
BUILT —UPON AREA TO STORMWATER PROJECT AREA 24.92%
NOTES:
1. ONCE FINAL PLANS FOR THE CLUBHOUSE AND MULTI —FAMILY AREAS
HAVE BEEN DEVELOPED, STORMWATER AND EROSION CONTROL PLANS
FOR EACH INDIVIDUAL AREA SHALL BE SUBMITTED TO D.E.M. FOR
REVIEW AND APPROVAL.
2. ROADWAYS SHOWN WITHIN MULTI —FAMILY AREAS ARE NOT INCLUDED
IN BUILT —UPON AREAS FOR "ROADWAYS'.
Shallotte River
,STORMWATER PROJECT BOUNDARY
FOR APPROVAL
NOT FOR CONSTRUCTION
TOTAL DISTURBED AREA = 191 AC.
a
95-0095

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TYPICAL OPEN CHANNEL SECTION
NTS
OPEN CHANNEL DATA TABLE
CHuWNa
CHA/V�11Ec.
DEPTHOF
VELOCrrY
C MAEL
_Q 10__
I.D.
SLOPE
FLOW FT.
FPS
CAPACITY CFS
(CF_S�)___
S1
0.012
1.08
3.47
12.2
_ 12
S2
0.004
1.36
2.34
13.0
13
S3
0,015
1.03
3.76
12.0 4 _
12
S4
0.004
0.45
1.12
0.7
0.7
S4A
0.042
0.3
2.77
00..7
0.7�
S5
0.075
1.49
_
10.76
71.7
71
S5A
0.013
1.06
3.57
12.0
_1 2
S6
0.01
0.72
2.42
3.8
3.7��
S7
0.011
0.37
1.63
0.7
0.7
S8
0.006
1.33
2.82
15.0
_ 15
S9
0.033
0.78
4.64
8.5
8.4
S10
eliminated
S11
0.051
0.82
5.96
12.0
12
S12
),019
1
4.15
12.5
12
S13
0.028
0.71
4.01
6.1
6
S14
0.016
1.26
4.45
21.2
21_--
S15
0.038
0.74
4.80
7.9
7.8 --_
S16
0.014
1.38
4.42
25.2
25
S17
eliminated
S18
0.004
1.4
2.38
14.0
14
S19
0.029
1.15
5.63
22.3
22
S20
0.0,5
0.66
5.11
6.7
6.6
S21
0.045
0.71
5.09
7.7
7.7
S22
0.048
0.81
5.73
11.3
11
S23
0,031
1 .1 7
5.89
24.2
1 24
S24
0.016
1.11
4.09
15.1
1 5
525
0.0a 6
0.49
3.55
2.6
2.5
S26
0.q,4
1.24
6.95
32.1
32
27
m24
0.87
4.25
9.7
9.6
S28
0.01 3
1.31
4.11
21.2
21
S29
O.OUS
1.26
3.14
15.0 -
1
_ 5
S30
0.026
1.09
5.14
18.3
18
S31
0.018
1.14
4.41
17.2
17 _
S32
0.014
1 .1 1
3.82
14.1
1 4
S33
0.0?9
1.22
5.86
26.2
26
S34
0.017
1.2
4.44
19.2
19
S35
0.038
0.81
5.10
10.0
1 0---
S36
0.048
1.03
6.73
21.4
21
S37
1 0.02
1.43
5.41
33.2
33
s38
0.025
0.8
4. 0
7.9
7.9
The banks of the Open Channels S5, S26, and S36 shall be be stabilized with
rip rap underlain by filter fabric. The filter fabric and rip rap shall extend
from the channel bottom up to an alignment along each bank at least 12"
above the S 10 depth of flow. All other channels shall be stabilized with grass
as follows:
Common bermudagrass seed shall be applied at a rate of 40 to 80 lb/acre (1
to 2 lb/ 1,000 sf) during the period between April 15 and June 30. Lime and
fertilizer shall 1,.e applied according to soil tests, or apply 3,000 lb/acre
ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer. Stabilize
the channel and banks with jute, excelsior matting, or other effective
channel lining material to an alignment above the 910 depth of flow.
On channel side slopes above the rip rap or channel liner, apply 4,000 lb.acre
grain straw and anchor straw by stapling netting over the top. Inspect and
repair mulch frequently. Refertilize the following April with 50 lb/acre
nitrogen.
Use effective temporary channel protection measures until the season is right
for the installation of the permanent measures mentioned above.
This drawing is the property of HOUSTON and ASSO!'IATFS, P.A. and
is not be reproduced in whole or in part without writtn permission from
HOUSTON and ASSOCiA`I'F-S, P.A. (g) Copyright 1995
ALL RIGHTS RESERVED
E
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r fs 1 •: + +`•.`+w, • :•r+f •r r+r • + � ''� �+y+.; . •. rjsf+ja fr
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0 r ! • •. f. ; ri fir- •. •. •_ s-. ♦. r iarf.; •f.f+; +; •j fa j•
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° °•'RIP -RAP DISSIPATION PAD•;•••••'••'+'`•''•``'''' ' y
CY +: �: �• rr +++•L•+.•ti•'ti••.•ti i•ti•1••if+i i•i •tilt.iy-illii+if'if•irfif.ii•i+`rfr+•'afr++ar �.
••a •• L•'•++.•'!•'Y•'s•L••!•'a•�a•L•L•'►•L+L '�•••••a •a•'s•L•L•'!•'++`.•L>L'L L
�':,•.•;• ..;•r•.'••`•r•f•f•r•:•f f•r•r•: +:•:•: : •:•r•f•:•r •�++: +r•r•:•r
saL• i'•f •„r•f. a•fa•a.•f.ff••i••ilai.ai .if"+f+ + f•L..++rL+'L••+••.•L••f+L•L++ •i
i : • :•:+• a; •f •r•: ijifrlrf+i'+ f► • •irfiaf; r; i; •; •; •l+: r; ri �;
PROPOSEDFLARED ;+• • • •'a••r■•.•••+•.••.••.••.••.••.••.+` L••.••y••. L•L•L••.•L••. `r'�L•L••. :fS
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ENDSECTION •••'+'+•'••!`''••'•+L'''''''''''.•L•L•'.•L•L•L••s+`.rL•L• r+•+•+a•`s•• •'a•`r+•.+'• L+L+L•L•
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■+•.•f•; ri••;•js; •; •:r: •; •; •; rj l!; •fr; :fajl; rlaja; :f•fa; .; •j•j.j••a.r+rl.jfl•
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•fY•a •ar �••+ •• . .••• ••+ L+••••f+'a•L•L•L•L•'.•L•L•'.•L•• •+ •'s•L•L
�Jrr+.• ••f: :r•r•:+ ra:wl+;aj•: •;•j••••j+j+i 'l r++f •:•i•j•
-a•�ryf ' i'fi �ii•ir++f•+fLrriaaiyaifiar.••ria.if • • f '.
:l: '•:•' •.i.+i•+i+:+r•:+++•r•r+l•i •.�:�1 ti+tire i•ii •aiL
-tr•�. :•ff •iiri •if•a tail •i i•i •!ii•ii Lfri • + aai yri i:i
•rjrf•.r+•;+jai+ejr; • :j: :jil:+•�; .f••
:�:as�..r.is+++:i:•rs..i: a.�:�����r��� i �� �fl�i�:�..i�ti
r.iaif'i ifii•ifrif ail faii•ifrii•iiai
PLAN VIEW •� -]
MEDIUM STONE DIA. = d50
MAX STONE DIA. = d max.
SLOPE 0% FLOW
�`a+S�ti�L�L�".e•+••.�L�"a�L•L••.�'L•L••.�•�� i�L•ti�•••i••••L•L••f•L%•Y•••••a�ti�ti�ti• /\/\r\/\r\r\r\/\'
rL!++••++L!L�'r••s• ••• •!•!L•L•'r+•�i'•r!`r•-`t+'r•L•+.+L••r••+•`+�•i�•+�.+.•.`.•'a+•.••.• //\'/
UNDERLAY STONE APRON THICKNESS -
WITH FILTER CLOTH
OUTLET PROTECTION DETAIL
NTS
�ehj�O�T��If_. • ► �
CULVERT I.D.
Do (in.)
010 (cfs) d50 (ft.) d max (ft.)
La (ft.)
APRON
W (ft.) THICKNESS (ti.)
SD 1
(exstcng);?.
SD-2
(oxisting)
Spy? ..-:
(exst:nr); ;:r
SD-6
18
8.4 0.30
G,45
9.5
11.0
0.45
y f'
{{ JJ
h 1 t
- } .......:...........: , 4 8��>°i" [;
`.
0 , 3 6
.......
$.J ..':
F `}�•A•
::� :•��t/}/y; ?�:;:
c
SD-8
.-,:-:..,.. ...v....
18
:4 .....-J .v%, JJC...A....L.^ .. .'K
7.9 0.30
0.45
..........__. .... .. Y.....{)S}..
9.5
+7-4:•.-5�:..•.Y:•�{;L:�•}: -...
11.0
.• 5 ....
0.45
S D ;1 t). .
♦
y�y/ � a �/J•�'�
l t
P t J �i��(��`60
L . J .t
.. LY'! �ay� �•JJ. AS iYV'S+A-,.
}
.a•
} J `��� `aY. : L: '1•.C�Y*.
SD16B
15
52 0.24
036
130
143
036
:-
S D; t
:15 .<
.JJ
t JJSY •:}y
s :1 SJs ;74{�h7C;��9 rY
4: 4 5
_
9 5
ti
SD-21
18
10.1 0.38
0.57
11.5
13.0
0.57
S D 230.41
SD-26
18
8.2 0.30
0.45
9.5
11.0
0.45
SD-36
9:45
9 5
1 # t3
0.45 ..> .
SD-38
24
15.9 0.40
0.60
13.0
15,0
0.60
'
SD 39
2 ..... ...............
59.j4 -:::: L '. 7 0 ......;.
_._ ...._
1:Q5 ::...:.
22.4..Jf<:�:..
S�-43
24
16.9 0.40
0.60
13.0
15.0
0.60
S✓sz`J.}
fi 0,3Q
0.+ �JJ:.
g �>�
0 4
SD-52
24
14.8 0.40
0.60
13.0
15.0
60
SD-5S
- 0,24
t3;36
8.0
9.3
0.36 `
SD-60
1 5
5.5 0.24
0.36
8.0
9 3
36
SG-61
24
14� 0.40
+.....-
t3: 60
13 0` 15 0
0.6t3
SD-62
1 5
5,5 0.24
0 36
8.0
9 3
0.36
SD-65
# 8
9.3 0,30
0:45
9.5
1 1 0 ..:.:..... _
0.45
_....
SD-66
1 5
5.6 0.24
0.36
8.0
9 3
0.36
_
SD-68
2 � 4€i' _>
1a4.1 fl.85
128
26.t}
M.
EMBANKMENT STABILIZED
WiTH VEGETATION
TOP OF BE RM
FL000 POOL
r+
FREEBOARD
�_
stop
NOPUAL POOL
SECTIONI iLL PUKED IN
,TOP OF RISER
dt F,f`' LAYERS AND COMPACTED
\\
OUTLET
ELEVATION)
TRASH RACK -'
t I PRINCIPAL SPILLWAY BARREL 0 0.5% MiN. SLOPE
1.0.
PROTECTION
(SEE DETAIL)
✓\r\� r
r\l
♦/\,\/v\/\/\/trvv♦/\,\ivv\ J r\,/v\/\/vvv\/\/\/v\/\/\/\/v\
�.�.�a�a�.�a�arsa�.�./../../../../.. ate./
/a/a/././.�././.a/./a/a �a�af .�a�.
/
RiSER PIPE FOR t:t
„3
PRINCIPAL SPILLWAY
ANTI -SEEP COLLAR
ANIFLOTATION BLOCK CUT-OFF TRENCH,
8 RISER FOUNDATION 7 DEEP
Diameter
(in.) Design 0 dl d2 Min.
Freeboard
I.D.
Riser
Barrel (ac.) (ft.) (ft.)
(ft.)
1
2@48
2@30 104 2.5 1.08
1.5
2
18
15 0.8 0.75 0.12
1.0
3
18
15 1.2 0.75 0.16
1.0
4
18
15 6.5 0.75 0.49
1.0
*Design 0 for Pond 1 is based on the 25-year rainfall event. Design 0 for Ponds 2, 3 and 4 is based on the
10-year rainfall event.
POND OUTLET STRUCTURE SECTION AND DATA
NTS
CULVERT DATA TABLE
PROJECT NO. 95-0095
THE ROCK
SUBJECT: CULVERT HYDROLOGY
STORM DRAIN 1 25 YR PEAK PIPE SIZE
NO. FLOWRATE
(cfs) (in)
SD-1
(esxxisting)
SAD-3
(exls,i"-1a
SD
:.345
1
SD-5
12.86
24
SD ...:......
.:....9:63
SD-7
(eliminated)
SD-8 , � eilminafe� .
SD-9
(eliminated}
s fti,
:015:
24
S_u-11
(existing)
SD-1'3
0.75
12
SD-
a 20
24
0.75
•. 5
SD-16k":
12.99
24
SD#
6.26
_ 1-1
.......
SD-17
40.22
36
32.45�{
f SD 18
21 .03
3 6
S D-20
6 3.5 7
42
SD 2'# ..,.
12.10
:1 8 {
SD22
1.16
15
SD-22A.
�1 4.52
24
SD 23
6.86
1 5
S D-23At { .
3.57
15
SD-24
3,57
15
4.
SD-26
9.96
18
SD-27
11 5 7
2 4
ISD -27A
1.73
1 5
SD-23
4.55
15
SD-9
7. 96
18
SD-30 :
'
8.69
18
SD-31
(eliminated)
15
l SDe-3
SD-33
1.83
15
SD-35
{ eliminate d y
F
SD-36
1 1 .36
1 8
SD-37
3.41
15
SD-38
18.17
24
SD-39
:.. 70.99
42
SD-39A
0.70
15
SD-39C
0.8#
15
SD•40 :x
SD-41
SD-42
SD-43
a 8.3
24
SD-44
SD-46
11.29
1
SD-47 :
23: a
SD-48
39.64
3 6
SD-49 :...;..:...
2..92
SD-50
25.48
36
SD-5i
SD-52
17.48
24
SD•5�. ,�
�-tst�
S D - 54�X1s
SD-55
SD-56
(existing
SD•57
_703
SD-58
22.76
SD•59
.14..
SD-60
6.34
'15
SD-61
SD-62
6.56
15
SD-63
1:81
24
SD-64
31.05
36
SD-65
7:fl.61
18
SD-66
6.66
15
max-
SD-68
184.15
2 @ 48
NOTES:
1. The slope for all pipes are assumed to be 0.5%
2. Pipe size was calculated assuming tailwater
halfway up pipe outlet and headwater no
higher than 1 foot above top of pipe at the
3 Manning's "n" coefficients used in hydraulic
calculations were based on RCP or helical CMP.
Wo
FOR APPROVAL
NOT FOR CONSTRUCTION
11*`�SSA
949
ZP1 .�
0
4-0
O
.•
95-0095