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M.. ~ ~ ti ~ Z f L ~ Z ~ ~ \ \ ~ SE~~ TABLE ON, SHEET 7 i i ~ I
'^w~„ ~ .f F i ~ ~ \ ~ \ r j t `t , FOR ~IMENSIONS~ i i ~ ~ I t , ~
9 1 ~ ~ ~ ~ \ ~ l ' i ~ \ ~ ~ I
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~r.. ~ > ~ ~ l ~ ~ t ~ ` ~ PRINCIP74L SPILLWAY ~ i i 4`~ . OUTLET PIPE ~ \ ~ i i
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~ + O 0 ~ t} ~ r ~ . ,r ~ . ~ 1 \ ` ~ D rr1 ~ ,1 ~ ~ ~ ~Z ~ ~ i
~ ~ t 0 ~ ~ t 0 ~ ~ ~ ~ { ~ ~ r . ~ ~n C~ ~ REVISIONS
i ~ t~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Z ~ ~ J ~ - - i i N
€ ~ \ ~ ~ ~ ~ ~ ~ ,t \ ~ \ ~ € ROCK RIPRAP ~ i i \ W
~ _ a ~ ~ ~ / ~ ` ~ ~ \ / . AT OUTLET ~ ~ i i Q
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I OUTLET PIPE j f' I i {
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@mm~~~~~w`~a ~ / (SEE TABLE ON SHEET 7 ,f i i
\ , • ~ . , ' FOR DIMENSIONS) f`~ ?r 1~ ,M fy ~ r'
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\ ~ i DISCHARGE POINT #26 POND B
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F E: AS SHOWN LSPLAN_R1.DWG
i ~ ~ ~ ~ i ~fA\ 11~ A !1111 ~ 1'11 1 ? 1 111 1f•r'P"11 r1/1I 1? 111 ~ 11\/
LVIVt L KIF''AKIAIV tiUtttK tlUUIVUAKT DATE: MARCH 1, 2007
¦ ¦ ¦ ¦ ¦ ¦ ¦ ¦ ¦ ¦ ¦ ZONE 1 RIPARIAN BUFFER BOUNDARY GRAPHIC SCALE 20 10 0 20 40
- - - - 426- - - - EXISTING (AERIAL) CONTOURS SHEET
1 INCH = 20 FT.
426 PROPOSED CONTOURS
~ ~ PROPERTY BOUNDARY 4 OF 7

f
o\\111111111/////~~ / CAP6
P O~
MAINTAIN 0.05% MAX ~ EESS/O ~q
GRADE ON LIP SEAL
031287
~ I~ y ~ LIP ELEV. 1' MIN BELOW RIRPAP 3" LAYER #57 STONE NOTE: PLACE AND COMPACT BACKFILL
~ ~ ~ ~ BYPASS APRON ELEV. MAINTAIN UNDERLAIN WITH WITH HAND OPERATED EQUIPMENT
0.05 MAX GRADE ON LIP. FILTER FABRIC TO THE REQUIRED DENSITY.
A I ~ ~ .v PLACE FILL EVENLY ON EACH SIDE OF THE PIPE TO PREVENT d~
~ v~ .v ~ 6~ NP. g" 3~ RIPARIAN BUFFER MOVEMENT OF THE PIPE. LIP ELEV. 1' MIN BELOW RIRPAP
I ~ ~v _Ex~sriNC - BYPASS APRON ELEV. MAINTAIN Z6 '-?L
GROUNp 4" COURSE 0.05% MAX GRADE ON LIP.
~ y SAND NP 3~ 3~ RIPARIAN BUFFER EXISTING GROUND
2.5' #4 REBAR - - - .
PLACE ROCK RIPAP i 1 DIA. X12" O.C.
AT END OF PVC PIP ¢ „ ~ GRADE AS NECESSARY TO DIRECT FLOV FROM DRAIN PIPE INTO LEVEL SPREAD °~a~ ~ 4" PVC UNDEF~DRAIN f FLOW a 'READER WASHED
GRAVEL 1.5' MIN c
CONCRETE 3" LAYER #57 STONE - - - - _ _ _ _ UNDERLAIN WITH + 12" DIA CMP SLOTTED
DAYLIGHT TO B^IPASS CHANNEL 4" PERFORATED FILTER FABRIC PIPE DRAIN oc
1 ~ PVC PIPE. MAINTAIN ~ -CF
PVC PIPE DRAIN TO LEVEL ~ 1 ~ ~ 1 ~ SLOPE TOWARD .~~~2". BACKFILL
SPREADER. MAINTAIN ~ BYPASS CHANNEL. . ' ~ • • . ~ MATERIAL
1 ~ MIN. SLOPE. ~ ~ SECTION A - LEVEL SPREADER
I I ~ •v (N.T.S.) 12"
N ~ a ' t~ ~ SECTION - LEVEL SPREADER - ALTERNATE OPTION
~ ~ y (N.T.S.) ~ U
7 o cr >
N ~
s~ ~ ' cs r> v ~ ~ ~ ~ 0
v rr v m ~ ~ ~ ~L ~L ~V ~ ri
~ . D 1~~ EXISTING_
STORMWATER PIPE 2' ~ ~ ~ ~ ~ ~ ; o W~ HIGH~LOW
~ ~ Z ~ BYPASS CHANNE= Ls La HIGH FLOW 3•~ VARIES GROUND
~ y STORMWATER PIPE BYPASS CHANNEL 0.5' MIN GRASS OR EROSION CONTROL MATTING
c ~ ~ ~ AS INDICATED IN CALCULATION TABLE.
fl o HS rr ,a o MATTING SHALL BE NORTH AMERICAN
BOTTOM GREEN C350 OR EQUIVALENT.
PLACE RIPRAP TO WIDTH TOEDOWN 6" MIN AT EDGES.
~ ~ ~ ~ N L CENTERLINE ELEVATION VARIES
° ~ ~ OF PIPE OR 1' MIN UNDERLAIN WITH
r7 ~ ~ ~ ABOVE INVERT ELEV. FILTER FABRIC SECTION B - FLOW BYPASS CHANNEL
TYPE B ROCK RIPRAP PVC PIPE DRAIN
1.5' MIN THICKNESS TO LEVEL SPREADER. (N.T.S.)
PLAN VIEW
REVISIONS
(N.T.S.) B SECTION C - RIPRAP BASIN/FOREBAY NOTES: LLJ
m
(N.T.S.) 1) ALL POURED IN PLACE CONCRETE SHALL EXHIBIT A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI IN 7 DAYS AND 35 ,ND 3500 ffli I
PSI IN 28 DAYS. CONCRETE MIXTURES SHALL CONTAIN SIX SACKS OF CEMENT PER CUBIC YARD WITH A MAXIMUM z O
AGGREGATE OF 1 1 /2". A SLUMP OF 4" SHALL BE MAINTAINED DURING PLACEMENT.
DETAIL #1
2) REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO GRADE 40. ALL SPLICE LENGTHS SHALL BE A MINIM OF 40 TIMES THE BAR DIAMETER. A MINIMUM OF 2" OF CpNCRETE COVER SHALL BE MAINTAINED OVER ALL REINFORCING MINIMUM Z 0
RIPRAP BASIN f FOREBAY AND LEVEL SPREADER ~RCING V
NOTE: SEE CALCULATION TABLE FOR ALL DIMENSIONS AND PIPE SIZES. STEEL. IF CONCRETE IS POURED IN DIRECT CONTACT WITH THE GROUND WITHOUT THE USE OF FORMS A MINIMUM COVER :OVER OF a o W
3" SHALL BE MAINTAINED. i V cn w E
3) ONE FOOT (MINIMUM) OF STRUCTURAL FILL SHALL BE C~MPACTED BENEATH CONCRETE LIP (OR SLOTTED PIPE DRAIN) ZAIN) ° Ix
ASSOCIATED WITH LEVEL SPREADER STRUCTURE. THE MATERIAL SHALL BE CLASSIFIED AS SC OR CL HAVING A PLASTICITY CITY W o
INDEX (PI) BETWEEN 5 AND 20 AND SHALL BE APPROVED ~Y A PROFESSIONAL GEOTECHINCAL ENGINEER. Q ~
o co
4) ALL DISTURBED AREAS WILL BE SEEDED USING THE FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED 0
COMPANY: Carolina FACW Meadow Mix ERNMX-182 Z
LEVEL SPREADER CALCULATIONS f;. ;
t L~ , F........,A , Il..
7~1~ 1' 1~
~ Estimated Time of 10-year Outlet Outlet Norma Normal Normal Calculated (minimum) Basin/ Required L.S. Max Flow to Max head on Max Flow to Filter Filter II 'dM U
Watershed C-factor (acres) Total Weighted Impervious 1 °/hour Flow Elevation Conc. Rainfall 10-year Pipe Pipe Depth Depth Velocity Flow Rock Riprap Basin/Fore bay Dimensions j Forebay Forebay Pipe L.S. without L.S. pipe L.S. during Width Width L. n=0.013 n=0.013 Area ye Hs Ls La Wb S.A. S.A. " Dia. ' bypass ° during Q10 5 Q10 ° Grass Forest Lengt Q10 Bypass Bypass Bypass Bypass Normal Normal L.S. Bypass Channel Channel Channel Channel Depth Velocity Channel nw~~~'
/Discharge R.O.W. Lots Golf Ofi-site Area C Factor Area' discharge Length Change (Kirpich) Intensity Discharge Dia. Slope z n=0.01 Length b Channel ' Width Side slopes Min. Depth Typ. Slope n=0.035 n=0.035 Lining Notes '~I~n'I~Nr~?i:'~~'~~i (feet) (cfs) (feet) (H:V) (feet) (ft/ft) (ft) (ft) 1, A
Point 0.75 0.40 0.25 0.40 (acres) (acres) (cfs) (feet) (feet) (minutes) (in/hr) (cfs) (in) (it/ft) (feet) (feet) (feet) (sq.ft.) (feet) (feet) (feet) (feet) (sq. ft.) (sq. ft.) (in) (cfs) (feet) (cfs) (feet) (feet) (fe 0.33 13.86 0.28 0.4 1.5 15.3 7.6 16.8 193.3 25.4 4 0.52 1.73 0.55 0 50 3 0.48 14.33 0.49 0.5 1.7 16.7 8.3 18.2 228.6 49.5 6 1.22 1.95 1.32 0 50 8 0.32 7.64 0.28 0.4 0.8 8.0 4.0 9.5 58.7 15.2 4 0.38 1.00 0.42 0 50 2 0.69 12.06 0.96 0.7 1.2 12.3 ' 6.1 14.3 134.5 0.68 6.98 0.78 0.6 0.8 8.0 4.0 9.5 58.7 0.82 12.31 1.21 0.8 1.3 13.0 6.5 15.0 148.8 1.31 12.57 2.97 1.2 1.4 14.2 7.1 17.2 189.1 0.72 8.24 0.83 0.6 1.0 10.0 5.0 11.5 88.0 50.7 6 0.95 1.38 1.11 0 50 7 0.36 9.54 0.33 0.4 0.8 8.0 4.0 9.5 58.7 23.1 4 0.38 1.05 0.43 0 50 2 0.44 9.11 0.43 0.5 0.8 8.0 4.0 9.5 58.7 22.0 6 0.85 1.10 0.99 0 50 6 1.03 10.3 1.62 0.9 0.9 8.7 4.4 10.7 73.2 0.64 6.78 0.72 0.6 0.8 8.0 4.0 9.5 58.7 36.5 6 0.85 1.14 1.01 20 30 4 0.42 9.96 0.41 0.5 0.8 8.0 4.0 9.5 58.7 28.0 6 0.85 1.10 0.99 0 50 6 0.74 7.25 0.87 0.7 0.8 8.0 4.0 9.5 58.7 15.0 6 0.85 1.21 1.04 0 50 6 0.51 9.21 0.53 0.5 0.8 8.0 4.0 9.5 58.7 0.32 13.15 0.28 0.4 1.4 13.8 6.9 15.3 159.3 26.9 4 0.49 1.58 0.53 0 50 3 0.83 14.11 1.33 0.8 1.7 17.0 8.5 19.0 244.7 1.69 10.04 2.83 1.2 0.8 8.5 4.2 10.5 69.3 n.
1 0.73 0.00 0.00 0.00 0.73 0.75 0.29 0.55 595 24 3.68 7.2 3.94 18 0.13 0.33 36 3.39 6 3 0.5 0.03 0.21 3.39 grass
2 1.24 0.24 0.00 0.00 1.48 0.69 0.57 1.03 1085 34 6.43 6.8 6.98 18 0.09 0.48 86 5.66 6 3 0.5 0.064 0.23 3.73 grass
3 0.30 0.18 0.00 0.00 0.48 0.62 0.17 0.30 440 30 2.38 7.2 2.14 18 0.04 0.32 27 1.72 3 3 0.5 0.07 0.16 3.04 grass Basin/fore bay dimensions adjusted to meet minimum forebay depth
4 1.13 1.68 0.46 0.00 3.27 0.50 0.96 1.63 1055 48 5.45 7.1 11.60 24 0.04 0.69 O
No level spreader required - no buffer at discharge point. Adjusted Basin dim asin dimensions.
5 1.01 0.00 0.00 0.00 1.01 0.75 0.40 0.76 950 48 4.83 7.2 5.45 18 0.015 0.68 No level spreader required - no buffer at discharge point O Q 0
6 0.42 3.57 1.33 0.00 5.32 0.39 1.24 2.08 857 59 3.96 7.2 14.94 24 0.035 0.82 No level spreader required - no buffer at discharge point
7 1.SC 7.63 5.92 0.00 15.05 0.38 2.89 5.66 1536 72 7.20 6.6 37.34 36 0.02 1.31 No level spreader required - no buffer at discharge point v ~
9 0.81 0.86 0.00 0.00 1.67 0.57 0.58 0.95 830 42 4.35 7.2 6.85 18 0.02 0.72 72 5.74 6 3 0.5 0.064 0.23 3.74 grass Basin/fore bay dimensions adjusted to meet minimum forebay depth 0
10 0.28 0.51 0.07 0.00 0.86 0.50 0.27 0.43 575 44 2.80 7.2 3.11 18 0.055 0.36 Q
28 2.68 3 3 0.5 0.065 0.21 3.44 grass Basin~forebay dimensions adjusted to meet minimum forebay depth ~ J o Q
11 0.45 5.22 6.20 0.00 11.87 0.33 1.75 No level spreader required - 10-year storm contained by future golf course p course pond W U
12 1.68 9.02 3.82 0.00 14.52 0.40 3.38 No level spreader required - 10-year storm contained by future golf course p course pond
13 0.63 0.00 0.30 0.00 0.93 0.59 0.25 0.55 835 42 4.38 7.2 3.94 18 0.04 0.44 64 2.95 3 3 0.5 0.065 0.23 3.55 grass Basin~forebay dimensions adjusted to meet minimum fore bay depth
14 0.80 4.31 0.00 0.00 5.11 0.45 1.61 2.32 729 38 3.89 7.2 16.73 24 0.02 1.03 No level spreader required - no buffer at discharge point O
15 0.41 0.85 0.12 0.00 1.38 0.49 0.42 0.68 504 40 2.49 7.2 4.88 18 0.015 0.64 0 r0`
45 3.87 6 3 0.5 0.105 0.16 3.80 grass Grass conditions must be established in Zone 2 Riparian Buffer. Adjusted Bas fisted Basin dimensions. t
18 0.63 0.23 0.00 0.00 0.86 0.66 0.32 0.56 760 54 3.57 7.2 4.06 18 0.05 0.42 65 3.07 6 3 0.5 0.055 0.16 3.05 grass Basin/forebay dimensions adjusted to meet minimum fore bay depth
19 0.43 0.00 0.00 1.39 1.82 0.48 0.17 0.88 836 38 4.56 7.2 6.33 18 0.015 0.74 67 5.29 6 3 0.5 0.06 0.22 3.56 grass Basin/forebay dimensions adjusted to meet minimum forebay depth
22 0.76 0.26 0.00 0.00 1.02 0.66 0.38 0.67 682 20 4.62 7.2 4.85 18 0.035 0.51 No level spreader required - no buffer at discharge point. J
23 0.42 0.47 0.00 0.00 0.89 0.57 0.31 0.50 477 20 3.05 7.2 3.62 18 0.12 0.32 34 3.09 6 3 0.5 0.055 0.20 2.65 grass
25 0.80 2.19 2.60 0.00 5.59 0.38 0.98 2.13 857 46 4.36 7.2 15.31 24 0.05 0.83 ~ Q
No level spreader required - no buffer at discharge point
27 1.03 5.52 6.26 14.19 27.00 0.38 2.07 No level spreader required - 10-year storm contained by future pond W
29 1.20 2.79 0.00 5.26 9.25 0.45 1.32 4.12 1000 30 6.14 6.9 28.43 24 0.015 1.69 No level spreader required - no buffer at discharge point 0
' Impervious area calculated assuming Lot area is 30% impervious and R.O.W, area is 40% impervious.
Z Pipe sizes and slopes to be refined after final road design. V~ ~ o )I D4 to q
3 Riprap basin~forebay designed based on FHWA HEC-14 assuming TW~ye < 0.75. Refine dimensions as necessary after final road design.
° Maximum flow to level spreader estimated using orifice equation: Q=C*A*(2gH)~0.5, C=0.6
5 Maximum head on level spreader inlet pipe estimated using broad crested weir equation: Q=C*L*H~1.5, C=3 SCALE: AS SHOWN
6 Level spreader length based on ratio of grass and forest buffer widths (13 linear feet/cfs for grass and 65 linear feet~cfs for grass) FILE: LSDETAILS_R 1.DWG
7 Discharge to bypass channel is determined as Q10 minus maximum flow to level spreader. DATE: FEB. 19, 2007
s a ForebaY surface area determined as 0.2% of impervious area.
SHEET
i 5 OF 7

\\\\~~~111111111!//~~~~//
04
A FESSID ~q
~ SFA
031287
PRINCIPAL SPILLWAY STRUCTUR >EPARATING SEE DETAIL #4, SHEET 6 UCTU R E
3' MIN EMBANKMENT SEPAR 3~ 0GINO
FOREBAY FROM MAIN POOL 'OOL EM WSEL EMBANKMENT T.O.D. ELEV
,y BROAD CRESTED WEIR RIPRAP STILLING BASIN
~'r PERMANENT POOL WSEL SEE DETAIL #1, THIS SHEET Z.oo
~ ~ NP = _ s.~ 6, EXISTING GROUND
M~k FOREBAY \ 3~ ,y PERMANENT ANENT CONCRETE PRESSURE PIPE ~ - -
~y• r,~ ~9~- POOL TERRESTRIAL
BENCH VEGETATIVE ~~%j~~,~~
~ 0~ NP SHELF
ANTI-SEEP COLLAR, SEE DETAIL #2, THIS SHEET. PLACE MIDWAY BETWEEN C
SEE PLAN ~ Z, RISER AND CENTERLINE OF EMBANKMENT. TYPICAL EMBANKMENT SECTION Cp C p C
TYPICAL FOREBAY SECTION BROAD CRESTED WEIR MAINTAIN 6" MIN. COVER. ~ PRINCIPAL SPILLWAY
(N.T.S.) B BE •3.~ BETWEEN FOREBAY AND w 00
MAIN POOL 0.5' MIN ABOVE PERM. POOL (N.T.S.)
`3'1 1
PERM. POOL ELEV.
EMBANKMENT' A-r
~ p' CLASS B RIPRAP ~ o
1.5' THICK 6'
12' 10' -10' TYP ~ 10' TOP WIDTH ~ PLACE TOPSOIL AND VEGETATE
T.O.D. ELEV. SECTION A VEGETATIVE TERR SHELF BE 6'~ MAX STRIP AND TERRESTRIAL ON EMBANKMENT AND DISTURBED E~
1 3,~ ~ _ 10-YR, 24-HR WSEL BENCH 3.~ AREAS ABOVE PERMANENT POOL
PRINC. SPILLWAY ELEV. 10: T~ SHELL 'I.~~~'~~ 1 CL ZO EORE ~S,ShF~~ • 1
~'r - PERMANENT POOL ELEV. ZON EXISTING GROUND
6 ' M 2, AND p 0
STOCKPILE TOPS T.O.D. ELEV. TOPSOIL 'c~` ~ ~ h' EXTEND KEY TRENCH TO HARD
~ PERMANENT KEY TRENCH o' CLAYEY SOIL - 3' MIN.
TERRESTRIAL `3~ M POOL
BENCH VEGETATIVE -9~-
10' NP SHELF
12' SEE PLAN TYPICAL EMBANKMENT SECTION
(N.T.S.)
TYPICAL MAIN POOL SECTION
(N.T.S.)
NOTE: PLACE AND COMPACT BACKFILL WITH HAND OPERATED EQUIPMENT NOTE: CONSTRUCT EMBANKMENT TO TOP OF ANTI-SEEP
TO THE REQUIRED DENSITY. COLLARS PRIOR TO INSTALLING OUTLET PIPE. REVISIONS
PLACE FILL EVENLY ON EACH EXCAVATE TRENCH AS SHOWN IN DETAIL #3 AND INSTALL
SIDE OF THE PIPE TO PREVENT 12" PIPE OUTLET PIPE AND SEEP COLLARS. AFTER APPROVAL OF TRENCH BACKFILL AND COMPACTION, EMBANKMENT
MOVEMENT OF THE PIPE. 3 ~ 1' MIN CONSTRUCTION MAY COMMENCE. z ~
~ ~ , ~ CREST ELEV u~i w
. IL I~ '4 b d v - ~ d a d ~ Z
GRASS LINED Q ~ d ' 4. Q J =
.•L VOLCLA SEE TABLE ~yyRgp FOR WIDTH AROUN TYPICAL SECTION- EMERGENCY SPILLWAY OLCLAY WATERSTOP-RX ~a ' ~ Q V Z V
Cam: .e. j' ~ ~ . : ~ ~ 1 iNRAP COMPLETELY ~ ~ ~ d ° ~ 4 ~y 2' CONCRETE O ~ F- F-
.ROUND OUTLET PIPE) d. a ° o
COMPACTED - ~ BACKFILL EMBANKMENT OR ~ MATERIAL d 4 O G d' ~ Q ~ p 0 L) w
DENSE NATIVE ..s' Q. 4 a'
MATERIAL Q d Q L
(N.T.S.) o_ ~b AWWA C303 CONCRETE W
PRESSURE PIPE A Q ~ Q ~ O c~
. Q - Q
~ ~ d a 0 Z
.a ~a d a' ~ ~
12" 6 `I G ,~7 ~ ~ .d
2! d Q ~ - ~ a
e ° ~ , q ~y ~ a
4 ~ d ~a
DETAIL #3 ~ a a . .
TYPICAL PIPE INSTALLATION DETAIL
1' MIN ~ : ~Z '~~.w A'~1 Z ,-yam.
(N.T.S.) SY 5 p 3 w it Y
G 1-.
ELEVATION VIEW SECTION a`'°- . ~ ANTI-SEEP COLLAR (N.T.S.) 4' i! f.q •1 ~~i ~ .
DETAIL #2 a
104 'A d 06
1~~ EXISTING, o
3~ VARIES GROUND W U
~ y 0.5' MIN
o aL ~1/ ~J/ GRASS OR EROSION CONTROL MATTING
N ~ AS INDICATED IN CALCULATION TABLE ~ Q
l ~ ON SHEET 7. MATTING SHALL BE NORTH O J
~ ~ ~ 7 BOTTOM AMERICAN GREEN C350 OR EQUIVALENT. ~Q
G+ 9 ~ WIDTH TOEDOWN 6" MIN AT EDGES. m ~
N c ' n ~ .I~ VARIES NOTES:
~ ~l ~Y SECTION B -HIGH FLOW OUTLET CHANNEL 1) TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE FOUNDATION O o )N o
O ~ , ~ ~ ~ C ~ ~ C (N.T.S.) WILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE REMOVED.
OUTLET PIPE 2' 1 Z ~ ~ W~
HIGH~FLOW D ~ p y OURET CHANNE= 2) ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO 95% OF MAXIMUM STANDARD 0
t ~ Z PROCTOR DRY DENSITY OR HIGHER (ASTM D-698). THE CLAY CORE ZONE WILL HAVE A
r ~ MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE CONTENT. THE
Ls La H?~H FLOW SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT BELOW OPTIMUM MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM. RE
N ~ ~ ~ ~ ~ DUTLE? KHAN OUTLET PIPE NEL Qj
~ - - 3) EMBANKMENT FILL:
~ ~ ~ O O HS c> o a
N SHELL ZONE: SOILS WITH LESS THAN 309e PASSING THE N0. 200 SIEVE OR A PI OF LESS THAN kN
~ ~ PLACE RIPRAP TO p o ~ b 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE N0. 200 SIEVE IS GREATER THAN 30
y ~ ~ CENTERLINE ELEVATION UNDERLAIN WITH PERCENT. SOILS WHICH ARE CLASSIFIED AS CLAYS (CH OR CL) SHOULD NOT BE USED AT THE E
OF PIPE OR 1' MIN FILTER FABRIC FACE OF THE SHELL ZONES.
ABOVE INVERT ELEV. CLAY CORE ZONE: CH. CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60 0
TYPE B ROCK RIPRAP
PLAN VIEW 1.5' MIN THICKNESS 4) NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMETER. Q 64
(N.T.S.) B SCALE: SHOWN
5) A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR THE
SECTION C - RIPRAP BASIN EMBANKMENT AND SUPERVISE CONSTRUCTION.
/AITC ~ w\ ~~~~r?~e~~~~~~ ~i~r~~~~e+ •?~e~ ~~~r r.~-~s~~ ~~rf ~ r+T~~ ~~T~ ~~re+ •r~r e+~ ~~~~i~~ T~ F- FFg_ 19 - 7nn7
0) UIMtIVJWIVJq tLtVHI IVIVJ AIVU rirt JILtJ rum ALL J I RUIN I UI'CCJ AMC JI'1VYYI4 IIV 1 Mt
CALCULATION TABLE ON SHEET 7. FIELD VERIFY ALL ELEVATIONS.
DETAIL #1 SHEET
7) ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW Meadow Mix
RIPRAP STILLING B IG BASIN AT END OF OUTLET PIPE ERNMX-182
6 OF 7

Ass/oAe
SEAL =
031287
6'
SPOT WELD PERPENDICULAR PIECES OF
17~ x 11~ x Y4 INCH GALV. ANGLE IRON.
TO FORM GRATE
4' NOTES: 60" 2,6 Zo~?1
3~ CAST IN PLACE CONCRETE 1) ALL POURED IN PLACE CONCRETE SHALL EXHIBIT A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI IN
OR PRE-CAST INLET OF EQ SHAPE, SIZE AND WEIGHT. ~~E DO NOT WELD PARALLEL ~F EQUIVALENT 1~ x 11~i x Ya INCH GALV. ANGLE IRON GRATE AND 7DAYS AND 3500 PSI IN 28 DAYS. CONCRETE MIXTURES SHALL CONTAIN SIX SACKS OF CEMENT PER
GHT. 2Y2 x 21~ x Y2 INCH GALV. ANGLE IRON SUPPORT CUBIC YARD WITH A MAXIMUM AGGREGATE OF 1 1/2~. A SLUMP OF 4" SHALL BE MAINTAINED DURING PLACEMENT.
TO ALLOW FOR REMOVAL OF GRATE
2) ALL VISIBLE GAPS IN CONCRETE WORK, INTERNAL AND EXTERNAL, SHALL BE SEALED WITH WATER
PLUG HYDRAULIC CEMENT OR APPROVED EQUAL. c
o c W
6~ 4~ 3~ 17~ x 1X~ x Y4 INCH GALV. GALV. ANGLE IRON. SECTION C 3) REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO GRADE 40. ALL SPLICE LENGTHS w °c
~ 6" O.C. TO FORM GR 1' ;M GRATE SHALL BE A MINIMUM OF 40 TIMES THE BAR DIAMETER. A MINIMUM OF 2" OF CONCRETE COVER SHALL c~
BE MAINTAINED OVER ALL REINFORCING STEEL. IF CONCRETE IS POURED IN DIRECT CONTACT WITH THE
GROUND WITHOUT THE USE OF FORMS, A MINIMUM COVER OF 3" SHALL BE MAINTAINED.
1~ x 1N~ x Y4 INCH GALV. ANGLE IRON. C 4) ALL ANCHOR BOLTS USED ON THE PRINCIPAL SPILLWAY STRUCTURE SHALL BE STAINLESS STEEL.
- ALLOW Y4"MIN SPACE BETWEEN ~ O
GRATE AND CONCRETE WALL 5) TWO FEET (MINIMUM) OF STRUCTURAL FILL SHALL BE PLACED BENEATH THE SPILLWAY RISER w ~
FOUNDATION. THE MATERIAL SHALL BE CLASSIFIED AS SC OR CL HAVING A PLASTICITY INDEX (PI)
CONCRETE BETWEEN 5 AND 20 AND SHALL BE APPROVED BY A PROFESSIONAL GEOTECHINCAL ENGINEER.
WALL
a 6) EQUIVALENT INSIDE DIAMETER HDPE PIPE MAY BE USED AS AN OUTLET PIPE IN PLACE OF THE
a OPTIONAL 7~i" THICK 1 " DIA. J-TYPE CONCRETE PRESSURE PIPE. A PROFESSIONAL ENGINEER SHALL APPROVE HDPE PIPE CONNECTIONS AND
PLAN VIEW ~ X v~ X BOLT TO C0 DIA. GALV. E TRENCH INSTALLATION PRACTICES. 0
2ND x 7~ INCH GALV. ANGLE IRON. GALVANIZE EYE-BOLT TO SECURE 7) DIMENSIONS ELEVATIONS AND PIPE SIZES FOR ALL STRUCTURES ARE SHOWN IN THE CALCULATION
TO CONCRETE WALL WITH 7~ INCH REMOVABLE STEEL GRATE WITH CHAIN. TABLE ON THIS SHEET. FIELD VERIFY ALL ELEVATIONS.
ALV. EXP. ANCHOR. ~ 6" O.C. PLACE 6" BELOW TOP OF WALL.
REMOVABLE STEEL GRATE OR O
EQUIVALENT STEEL/IRON GRATE
USED FOR STANDARD INLETS
GRATE SUPPORT
SEE DETAIL #5
6" DETAIL #5
STEEL GRATE
D PRINCIPAL SPILLWAY ELEV. a
A (N.T.S.)
C
Q
D PERMANENT POOL ELEV. ORIFICE ELEV. SIDE SLOPE a POND
PVC ORIFICE PIPE WITH _ . - ~ - WATERTIGHT CONNECTION
DOWNSPOUT EXTENDING 3" MIN - - - REVISIONS
BELOW PERMANENT POOL m
RUBBER GASKET
MIN. #4 REBAR ~ 16'~ n n rw~~ ~ ~~i~v rnn ill ITI CT DID A11A~/A /~Z/12 /~/lAll~DCTC
V.V. CHI.I'I YYHi ~ VEC ~ ~ ~ ~ r~rr~~n VdV~! vvi~~.r~~ i ~ s- ~ L.J Z
ALL 6" WALLS AND SLABS INVERT ELEV. PRESSURE PIPE O
CONCRETE FILL - - - - ~ - - a -
SLOPE TO DRAIN D Z rj O
° co 4 - PLACE CEMENT
Q ° a 12.. MORTAR ~Y4"LAP W U V)
#4 REBAR ~ 16" O.C. ° a EACH WAY TOP AND BOTTOM 4 a . V) ~p W
o~
W
PLACE CEMENT DETAIL #6 IN JOINT SPACE SENT MORTAR Q ~
ELEVATION VIEW .PACE
O
TYPICAL PIPE JOINT DETAIL SECTION D Z
DETAIL #4 (N.T.S.)
PRINCIPAL SPILLWAY RISER STRUCTURE
(N.T.S.)
P~'j
Y`~
r a'~i-.a Fes, f,~e ;~,s~fi. ;y= ,
c~'~h?C~ sF,'' ~,,.`~..a : . Liam%
t~,.
Q
0
Q o Q 0
WET POND CALCULATIONS W U
~ V
~ -J
Time of Estimated Orifice Tice Main Pool Forebay Principal Top of 10-year, Upstream Downstream Outlet Outlet Outlet 10-year, ~-year, Normal Calculated (minimum Emergency Emergency Outlet Outlet Outlet Outlet Normal Normal l-hour Velocity Flow Rock Riprap Stilling Basin Dimensions ~ Spillway Spillway Channel Channel Channel Channel Depth ' Velocity " C ;harge ' V=Q/A Area ye Hs Ls La Wb Elevation Width Width Side slopes Min. Depth Typ. Slope n=0.035 n=0.035 (cfs) (feet) (sq.ft.) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (H:V) (feet) (ft/ft) (ft) (ft) 0 al Outlet 0
Watershed Runoff Curve Numbers (acres) ' Total Weighted Conc. Impervious Percent SA/DA Required 1" Storm Elev. :v. Bottom Bottom Spillway Dam 24-hour Orifice Time to Outlet Pipe Outlet Pipe Pipe Pipe Pipe 24-hour Channel Y wU
/Discharge R.O.W. Lots Golf Off-site Area CN (TR-55) Area 2 Impervious Table 1.1 SA Volume ~ (Perm. Pool) Pool Elevation Elevation Elevation Elevation WSEL ` Diameter Drain Invert Elev. Invert Elev. Length Dia. Slope Discharge ' ?35 Lining
Point 89 72 69 72 (acres (hours (acres) (s.f.) (c.f.~ (feet et~ (feet) (feet) (feet) (feet) (cfs) (inches) (hours) (feet) (feet) (feet) (in) (ft~ft) (cfs)
3.0 424.0 426.0 430.5 433.0 431.9 2.0 34 427.5 426.5 50.0 20 0.02 20.0 20.0 9.17 2.18 1.0 1.0 10.0 5.0 12.1 432.0 12.0 9 3 0.5 0.09 0.34 5.81 Q1 1 C350
#16/Pond D 1.33 4.94 5.25 2.82 14.34 72 0.23 2.01 14 0.74 4622 9182 429.0 0 0
#17/Pond E 0.89 3.40 1.25 0.58 6.12 74 0.25 1.38 22 1.04 2773 5509 411.0 1.0 406.0 408.0 412.5 414.0 412.9 1.5 36 408.0 406.0 46.0 18 0.044 14.4 14.4 8.15 1.77 0.9 1.0 10.0 5.0 11.9 413.0 6.0 9 3 0.5 0.09 0.28 5.17 7 C350 Q1 Q
7 grass O
#21 /Pond F 1 .68 7.24 0.00 7.51 1 6.43 74 0.38 2.84 1 7 0.86 61 55 1 2273 397.0 7.0 392.0 394.0 398.4 401.0 399.9 2.0 48 394.9 394.5 52.0 18 0.008 17.1 17.1 9.68 1.77 0.9 1.0 10.0 S.0 11.9 400.0 12.0 9 3 0.5 0.022 0.47 3.47
#26/Pond B 1.90 5.95 3.89 0.37 12.11 74 0.23 2.55 21 1.01 5328 10512 466.0 6.0 461.0 463.0 467.5 470.0 468.9 2.0 40 465.5 465.0 45.0 18 0.01 14.5 14.5 8.21 1.77 0.9 1.0 10.0 5.0 11.9 469.0 12.0 6 3 0.5 0.04 0.45 4.40 C350
~ Based on runoff curve numbers recommended in TR-55.
2 Impervious area calculated assuming Lot area is 30% impervious and R.O.W. area is 40% impervious. Q1
3 1 " storm volume calculated using Simple Method as per NCBMP manual.
4 10-year, 24-hour peak water surface elevation and discharge calculated using SEDCAD computer program.
5 Riprap stilling basin designed based on FHWA HEC-14 assuming TW/ye < 0.75.
6 High flow outlet channel sized using the 10-year, 24-hour design discharge
0
~ o ~ o4 LP4
FFILE-.: E: AS SHOWN PON D _DETAI LS_R 1. DWG
I _ .
unit: r try. i y, lw i
SHEET
7 OF 7