20070464 Ver 1_Site Plan_20070315 (2)

"11
Q~ NMI
w SEAL
031287
6'
SPOT WELD PERPENDI 1Yz x 1Yz x Ya INCH G TO FORM GRATE PERPENDICULAR PIECES OF
a INCH GALV. ANGLE IRON. 2ATE
NOTES:
3~ ~ 1) ALL POURED IN PLACE CONCRETE SHALL EXHIBIT A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI IN
CAST IN PLACE CONCRETE DO NOT WELD P OR PRE-CAST WHET OF EQUIVALENT 1Yz x 7Y2 x Ya IN SHAPE, SIZE AND WEIGHT. WELD PARALLEL 7 DAYS AND 3500 PSI IN 28 DAYS. CONCRETE MIXTURES SHALL CONTAIN SIX SACKS OF CEMENT PER
~ x Ya INCH GALV. ANGLE IRON GRATE AND CUBIC YARD WITH A MAXIMUM AGGREGATE OF 1 1/2°. A SLUMP OF 4" SHALL BE MAINTAINED DURING
2Y2x~xYZW TO ALLOW FOR 1 Y~ x YZ INCH GALV. ANGLE IRON SUPPORT PLACEMENT.
JW 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.
3) REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING: TO GRADE 40. ALL SPLICE LENGTHS
6~ 4~ 3> ~ 1Y2 x 11~ x Ya INCH GALV. ANGLE IRON. SECTION C ~ 6" O.C. TO FORM GRATE SHALL BE A MINIMUM OF 4t) TIMES THE 8AR DIAMETER. A MINIMUM OF 2" OF CONCRETE COVER SHALL
E 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.
1Y2 x 1}~ x }'4 INCH GALV. C H GALV. ANGLE IRON. w
4) ALL ANCHOR BOLTS USED ON THE PRINCIPAL SPILLWAY STRUCTURE SHALL BE STAINLESS STEEL. i
ALLOW Ya"MW SPACE BET PACE BETWEEN
GRATE AND CONCRETE W CONCRETE ` CRETE WALL 5) TWO FEET (MINIMUM) OF STRUCTURAL FILL SHALL BE PLACED BENEATH THE SPILLWAY RISER
FOUNDATION. THE MATERIAL SHALL BE CLASSIFIED AS SC OR CL HAVING A PLASTICITY INDEX (PQ
3 WALL BETWEEN 5 AND 20 AND SHALL BE APPROVED BY A PROFESSIONAL GEOTECHINCAL ENGINEER.

6) EQUIVALENT INSIDE DIAME~'ER HDPE PIPE MAY BE USED AS AN OUTLET PIPE IN PLACE OF THE CONCRETE PRESSURE PIPE. A PROFESSIONAL ENGINEER SHALL APPROVE HDPE PIPE CONNECTIONS AND
TICK 1" DIA. J-TYPE TRENCH INSTALLATION PRACTICES.
PLAN VIEW ~ 6Al.VANIZE EYEHIBOLT TO 2Yz x 2Y2 x YZ INCH GALV. ANGLE IRON. REMOVABLE STEEL GRATE -BOLT TO SECURE
BOLT TO CONCRETE WALL WITH INCH p~gCE 6° BELOW TOP O DIA. GALV. EXP. ANCHOR. ~ 6" O.C. :EL GRATE WITH CHAIN. 7) DIMENSIONS, ELEVATIONS AND PIPE SIZES FOR ALl STRUCTURES ARE SHOWN IN THE CALCULATION
W TOP OF WAIL. TABLE ON SHEET' 6. FIELD ~JERIFY ALL ELEVATIONS.
REMOVABLE STEEL GRATE OR
EQUIVALENT STEEL/IRON GRATE
USED FOR STANDARD INLETS.
GRATE SUPPORT
6 ~ SEE DETAIL #5 DETAIL #5
D PRINCIPAL SPILLWAY ELEV. STEEL GRATE
(N.T.S.)
D PERMANENT POOL ELEV. ORIFICE ELEV. SIDE SLOPE
PONS
PVC ORIFICE PIPE WITH - WATERTIGHT CONNECTION
DOWNSPOUT EXTENDING 3" MIN
BELOW PERMANENT POOL REVISIONS
MIN. #4 REBAR ~ 16"
O.C. EACH WAY FOR OUTLET PIPE AWWA C303 CONCRETE
ALL 6" WALLS AND SLABS INVERT ELEV. PRESSURE PIPE
CONCRETE FILL - -
SLOPE TO DRAIN RUBBER GASKET
- ~ 0
#4 REBAR CW 16" O.C. ~ V s,,.. 12° a.
1 3 EACH WAY TOP AND BOTTOM ~ - - - p - V)
a
- PLACE CEMENT
MORTAR 33'a~~L~P
ELEVATION VIEW
o z
DETAIL #4
PLACE CEMENT MORTAR IN JOINT SPACE
PRINCIPAL SPILLWAY RISER STRUCTURE DETAIL #6
(N.r.s.) TYPICAL PIPE JOINT DET (N.T.S.) T DETAIL SECTION D
Lj4W.
~~ir-r nn~in /'1A11'1 A 1 nl II A TI/'1A1~^
YYC.I I°VIVV V1VV l~/~Lt,.~tJLH I IVIV~
Z
Time of Estimated Orifice Main Poal Forebay Principal Top of 10-year,
Watershed Runoff Curve Numbers (acres) Total Weighted Conc. Impervious Percent SA/DA Required 1" Storm Elev. Battom Bottom Spillway Dan~i 24-hour 0- ear, Uc~stream pownstream Outlet Outlet Outlet 10- ear Norm I Y ~ y a Calculated (minimum) Emergency Emergency 4-hour Orifice Time to Outlet Pipe Outlet Pike Pipe Pipe Ripe 24-hour Velocity Flow Rock Riprap Stillin Basin Dimensions a Spillway Spillwa
/Qischarge R.O.W, Lots Colf Off-site Area CN (TR-55) Area Impervious Table 1.1 SA Volume ~ (Perm. Pool) Elevation Elevation Elevation Elevafiion WSEL ~ g Y WSEL ~ piameter grain Invert Elev, Invert Elev, l.en th Dia. Sloe Dischar e 3 V=Q A Area e Ns W I v ti ~w
Point 89 72 69 72 (acres) (hours) (acres) (s.f.) (s.f.) (feet) (feet) (feet) (feet) (feet) (cfs) 9 p 9 / y Ls ~a b E e a on Width Notes (cfs) (inches) (hours) (feet) (feet) (feet) (in) (ft/ft) (cfs) (feet) s .ft. feet feet feet feet feet feet
(q ) ( ~ ( ) ( ) ( ) ( ) ( )
#16/Pond D 1.33 4.94 5,25 2.82 14.34 72 0.23 1.52 11 0.63 3935 7569 429.0 424.0 426,0 430.5 433.0 431,9 431,9 2.0 30 427.5 427.0 55.0 20 0.009 20.1 9.21 2.18 1.0 1.0 10.0 5.0 12.1 432.0 12.0 Ri ra stillin basin dimensions ad'ust P p 9 J ;ions adjusted. d v 1
X17/Pond E 0.89 3.40 1.25 0.58 6.12 74 0.25 1.04 17 0.86 2293 4495 411.0 406.0 408.0 412.5 414.0 412,9 412,9 1.5 31 407.0 406.0 55.0 16 0.018 11.2 8,02 1. 40 0.8 1.0 10.0 5,Q 11.7 413.0 6.0 Riprap stilling basin dimensions adjust ;ions adjusted.
X21 /Pond F 1.68 7.24 0.00 0.37 9.29 75 0.32 2.12 23 1.08 4370 8612 397.0 392,0 394.0 398.4 401,0 399.5 399.5 2.0 34 395.4 395.0 60.0 16 0.007 11.6 8.31 1.40 0.8 1.0 10.0 5.0 11.7 400.0 12.0 Ri ra stillin basin dimensions ad'ust p P 9 J ;ions adjusted. a.~•y `V
X26/Pond B 1,91 5,81 3.94 0,35 12.01 74 0.23 1.93 16 0.82 4290 8472 466.0 461,0 463.0 467,5 470.0 468.9 468.9 2.0 33 465.2 465.0 55.0 18 0.004 15.0 8.49 1.77 0.9 1,0 10.0 5.0 11.9 469.0 12.0 Riprap stilling basin dimensions ad'ust QL
1 ;Ions adjusted.
LAJ
Based on runoff curve numbers recommended in TR-55.
Z 1" storm volume calculated using Simple Method as per NCBMP manual.
10-year, 24-hour peak water surface elevation and discharge calculated using SEDCAD computer program. r_ .
~ Riprap stilling basin designed based on fNWA HEC-14 assuming TW/ye < 0.75.
~1" ~~~r~ e
SCALE: AS SHOWN
FILE: ICON D..,,.DETAI LS. DWG
DATE: FEB. 19, 2007
k SHEET
OF
-

CARO~~
Q~'Ass/Dye` !day
A
SEAL 031287
PRINCIPAL SPILLWAY STRUCTURE
SEE DETAIL #4, SHEET 6
EMBANKMENT T.O.D. ELEV
3' MIN EMBANKMENT SEPARATING
FOREBAY FROM MAiN POOL 3. .y RIPRAP STILLING BASIN M -
BROAD CRESTED WEIR ~1 -f~ SEE DETAIL #1, THIS SHEET 3.- tv
PERMANENT POOL WSEL 10: ~''P ==i== -------`\,_EXIS7ING GROUND
6~ 7 CONCRETE PRESSURE PIPE - - - - - - - -
M ~
FOR Y ~ PERMANENT EBA til ~ POOL
TERRESTRIAL \
BENCH VEGETATIVE °ti.,3~•ti . ANTI-SEEP COLLAR, SEE DETAIL #2,
9 SHELF 10 TYP , THIS SHEET. PLACE MIDWAY BETWEEN TYPICAL EMBANKMENT SCCTION RISER AND CENTERLINE OF EMBANKMENT.
12 SEE PLAN MAINTAIN s" MIN. COVER. ~ PRINCIPAL SPILLWAY
W ~
BROAD CRESTED WEIR N.T.S. (N.T.S.)
BETWEEN FOREBAY AND
MAIN POOL 0.5 MIN ABOVE PERM. POOL Q w ~
E OOL ELEV
EMBANKMENT
CLASS B RIPRAP 1 1./ ' f 12' 10' TYP ~ 10' TOP WIDTH ~ PLACE TOPSOIL AND VEGETATE
1.5 THICK VEGEI"ATIVE TERRESTRIAL
T.o.D. ELEV. SHELF BENCH ON EMBANKMENT AND DISTURBED
10-Y 4-HR 3. R, 2 WSEL ~ AREAS ABOVE PERMANENT POOL
P N.T.S. ~ PRINC. SPILLWAY ELEV. 10: TYP SHELL 'I,~151 CLZO EpRE ~S h~3,•7
~ PERMANENT POOL ELEV. ~ 4 ZONE g;~ MAX - - - - _EXISTING GROUND
1Yp STRIP AND o 10'
2' 6• .1 STOCKPILE TOPSOIL '~3` v~• EXTEND KEY TRENCH TO HARD
M PERMANENT ~ KEY TRENCH I o' CLAYEY SOIL - 3' MIN.
3. POOL
TERRESTRIAL 1 M
BENCH VEGETATIVE ~ SHELF TYPICAL EMBANKMENT SECTION
10 TYP , 12 (N.T.S.)
SEE PLAN
N.T.S.
NOTE: CONSTRUCT EMBANKMENT TO TOP OF ANTI-SEEP
COLLARS PRIOR TO INSTALLING OUTLET PIPE. REVISIONS
EXCAVATE TRENCH AS SHOWN IN DETAIL #3 AND INSTALL
u~~ OUTLET PIPE AND SEEP COLLARS. AFTER APPROVAL OF
,c~~`'`~,.~ TRENCH BACKFILL AND COMPACTION, EMBANKMENT
c;\`\,. CONSTRUCTION MAY COMMENCE.

t \ ^\'~a ~,r\\\'Y \~~\\•1 2,,\\t
VO~C~AY WATERSTOP-RX n
1, \ ~ (WRAP COMPLETELY
AROUND OUTLET PIPE) 2 CQNCRETE c~c
u F. 2 cn
~~1~, gig,,`+"- , w
OUTLET PIPE cn ~ y ; Wb w ; w
z ~ ` ~ OUTLET PIPE FLOW AWWA C303 CONCRETE w
..'e\,.r ` \ ~ ,LS,.,.' `...,0~\~L\.,: `a, ,..a L\.,,\ ..:L\. V iL\.,.~`~ FLO .~.r~ PRE SURE PIPE a
CO
• ; ; ~ ; \ ? , aa; • ~ ,,,+ao \ as i~ ~..v \ .C fi~ ' . Z
PLACE RIPRAP TO
.`,;,~.L•'\..~,~"'•.^~,,t.'~~~ • ~ CENTERLINE ELEVATION
r~\., r,, ~ OF PIPE OR 1 MIN UNDERLAIN WITH 2, FILTER FABRIC u:a ,
~...L~^~h..,,;: c~ ABOVE INVERT ELEV.
, TYPE B ROCK RIPRAP , ~ « ~ Y
1.5 IN M THICKNESS
1 ' MIN
P N VIEW SECTION B -RIPRAP BASIN
N.T.S. N.T.S. ELEVATION VIEW SECTION
DETAIL #2
ANTI-SEEP COLLAR
I"1 CT A I I 114 O
RIPRAP STILLING BASIN AT END OF OUTLET PIPE
NOTE: PLACE AND COMPACT BACKFILL NOTES: N ~ m^ W
WITH HAND OPERATED EQUIPMENT
TO THE REQUIRED DENSITY. 1) T!~PSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE FOUNDATION
PLACE FILL EVENLY ON EACH WILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE REMOVED.
SIDE OF THE PIPE TO PREVENT 12" PIPE 2) ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO 95~ OF MAXIMUM STANDARD
MOVEMENT OF THE PIPE. PROCTOR DRY DENSIN OR HIGHER (ASTM D-698). THE CLAY CORE ZONE WILL HAVE A
- MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE CONTENT. THE
12' SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT BELOW OPTIMUM MOISTURE
T.O.D. ELEV. . CONTENT TO 4 PERCENT ABOVE OPTIMUM.
3~ 1' MIN 'S'1 ' ~
CREST E~EV - 3) EMBANKMENT FILL:
GRASS LINED COMPACTED ~ BACKFILL SHELL ZONE: SOILS WITH LESS THAN 30X PASSING THE N0. 200 SIEVE OR A PI OF LESS THAN
EMBANKMENT OR MATERIAL 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE N0. 200 SIEVE IS GREATER THAM 30
DENSE NATIVE SEE TABLE MATERIAL PERCENT. SOILS WHICH ARE CLASSIFlED AS CLAYS (CH OR CL) SHOULD NOT BE USED AT THE
FOR WIDTH' F FACE OF THE SHELL ZONES. q
CLAY CORE ZONE: CH, CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60 O
TYPICAL SECTION- EMERGENCY SPILLWAY
4) f~0 FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMETER.
(N.T.S.) SCALE: AS SHOWN
~ 2.. 6„~ 5) A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALl MATERIALS USED FOR THE EMBNNKMENT AND SUPERVISE CONSTRUCTION.
FILE: POND_DEfAILS.DWG
6) DIMENSIONS, ELEVATIONS AND PIPE SIZES FOR ALL STRUCTURES ARE SHOWN IN THE DATE: FEB. 19, 2007
CALCULATION TABLE ON SHEET 6. FIELD VERIFY ALL ELEVATIONS.
DETAIL #3
TYPICAL PIPE INSTALLATION DETAI (N.T.S.) DETAIL 7) ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE FOLLOWING SHEET
GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW Meadow Mix
ERNMX-182 " q~
5

W CAI?b~
MAINTAIN q.q5% MAX
GRADE ON LIP e7GtiL
t: ;.r LIP ELEV. 1 MIN BELOW RIRRAP 3° LAYER #57 STONE NOTE:PIACE AND COMPACT BACKFILL 031287
BYPASS APRON ELEV. MAINTAIN UNDERLAIN WITH WITH HAND OPERATED EQUIPMENT
f~r;~,,~;~;;;t O.qS% MAX GRADE ON LIP FILTER FAC3RIC TO THE REQUIRED DENSITY.
`r, ` , ,fir , w,,.•...,r PLACE FILL EVENLY ON EACH
~ ~ 9 8,. I` 3, RIPARIAN BUFFER a SIDE OF THE PIPE TO PREVENT
. TI MOVEMENT OF THE PIPE. LIP ELEV. 1' MIN BELOW RIRPAP - IL
a'~... \ ~ BYPASS APRON ELEV. MAINTAIN 0.05% MAX GRADE ON LIP.
,.r , ; h; ~ , OUN 99 fl ~ ~ ~ 4 COURSE
,r SAND - ~ I-~-- 3• 3, RIPARIAN BUFF
2.5' #4 REBAR _ EXISTING GROUND
fir; „ 1,,, ; fi 99 PLACE ROCK R1PAP ~ ~ r ~12'~ O.C.
AT END OF PVC PIPE z,,.. s~ GRADE AS NECESSARY TO DIRECT FLOW ~ WASHED .w~ " ,
FROM DRAIN PIPE INTO LEVEL SPREADER v,•: `V ..a,, GRAVEL
IN J ~ c' y f CONCRETE UN ERLAW#V41TH TONE - _ _ _ _ _ _ _ _
4 PVC UNDERDRA ` a` 99 12" DIA CMP SLOTTED
~`,~~~.1°~~~::~ DAYLIGHT TO BYPASS CHANNEL 4 PERFORATED ' PVC PIPE. MAINTAIN y FILTER FABR(C - PIPE DRAIN
1 1 r 1% SLOPE TOWARD
I PV PIP RAIN TO LEVEL I C E D BYPASS CHANNEL. MATERIAL
i SPREADER. MAINTAIN ~ 1 ~ - LEVEL SPREADER 12„
1 % MiN. SLOPE. ~ ,
I , N,T, (N.T.S.)
.r" >c)
n ~ ` ~ SECTION - LEVEL SPREADER -ALTERNATE OPTION
t \`o.r .,Q r ? ~ v. :~r ,
(N.T.S.)
t,., ti.;~ N \r.Q . \r
w~ \ ~ .
. ~ O D . r., :,\v tiv.t ~ bra \Y• r-rn C
STORMWATER PIPE o _ _ ~ Wb _
o F ~'~V BYPASS - Ls La 1`~~ ~ EXISTING_ FLOW VARIES ~y~ GROUND
`hr ~ ~ ` i~'.,\r; . ty ..\\:'~<h\ ,.:r •,.ti ,\r° it ~HANNEI.PASS 0.5' MIN
, w,J ~ \ 5TORMWATER PIPE GRASS OR EROSION CONTROL MATTING
`;,~~ti:r° n. . „fir,:;:"` . . _ I AS INDICATED IN CALCULATION TABLE.
<.;E, ; - 2. I I MALTING SHALL BE NORTH AMERICAN
i r~ BOTTOM ;I GREEN C350 OR EQUIVALENT.
~r~ ~ PLACE RIPRAP TO ~ . •'°~3~-~*<-~ ' WIDTH TOEDOWN 6" MIN AT EDGES.
~r.: ,`:;~r"> N CENTERLINE ELEVATION VARIES UNDERLAIN WITH
0 PE OR 1 MIN FILTER FABRIC SECTION E~ - FLOW BYPASS CHANNEL
s~ ABOVE INVERT ELEV.
: TYPE B ROCK RIPRAP 9 1.5 MIN THICKNESS PRAP PVC PIPE DRAIN .SS TO LEVEL SPREADER. (N.T.S.)
PLAN VIEW
N.T,S, B REVISIONS
RIPRAP BASIN~FOREBAY NOTES:
(N.T.S.) 1) ALL POURED IN PLACE: CONCRETE SHALL EXHIBIT A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI IN 7 DAYS AND 3500
PSI IN 28 DAYS. CONCf~EfE MIXTURES SHALL CONTAIN SIX SACKS OF CEMENT PER CUBIC YARD WITH A MAXIMUM 3500
AGGREGATE OF 1 1/2". A SLUMP OF 4" SHALL BE MAINTAINED DURING PLACEMENT.
2) REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO GRADE 40. ALL SPLICE LENGTHS SHALL BE A MINIMUM MUM z
OF 40 TIMES THE BAR DIAME?ER. A MINIMUM OF 2" OF CONCRETE COVER SHALL BE MAINTAINED OVER AlL REINFORCING NG o
NOTE: SEE CALCULATION TABLE FO ALL DIMENSIONS R AND PIPE SIZES. STEEL. IF CONCRETE IS POURED IN DIRECT CONTACT WITH THE GROUND WITHOUT THE USE OF FORMS, A MINIMUM COVER OF R OF
3" SHALL BE MAINTAINED., V)
3) ONE FOOT (MINIMUM) OF STRUCTURAL FILL SHALL BE COMPACTED BENEATH CONCRE('E LIP (OR SLATTED PIPE DRAIN) ASSOCIATED WITH LEVEL SPREADER STRUCTURE. THE MATERIAL SHALL BE CLASSIFIED AS SC OR CL HAVING A PLASTICITY
INDEX (PI) BETWEEN 5 A4VD 20 AND SHALL BE APPROVED BY A PROFESSIONAL GEOTECHINCAL ENGINEER. w
a
4) ALL DISTURBED AREAS WILL BE SEEDED USING THE FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED
a z
READER CA LC U LAT I 0 N S COMPANY: Carolina FACW Meodow Mix ERNMX-182
Estimated Time of 10-year Outlet Outlet Normal Normal ,Calculated (minimum) Basin/ Required L. Watershed C-factor (acres) Total Weighted Impervious 1"/hour Flow Elevation Conc. Rainfall 10-year Pipe Pipe Depth Velocity flow Rock Riprap Basin/Forebay Dimensions ` Forebay Forebay Pi equired L.S. Max Flow fo Max head on Max Flow to Filter Filter Q10 Bypass Bypass Bypass Bypass Normal Normal orebay Pipe L.S. without L.S. pipe L5. during YYidfh YVid}h L.S. Bypass Channel Channel Channel Channel Dep}h Velocity Channel
/Discharge R.O.W. Lots Golf Off-site Area C factor Area discharge Length Change (Kirpich) Intensity Discharge Dia. ' Slope ' n=0.013 n=0.013 Area ye Hs Ls La Wb S.A. 5.A. s Dic S.A. s Dia. ' bypass 3 during Q70 Q10 ~ Grass Foresf Lengfh s Channel ' Width Side slopes Min. L>epfh Typ. Slope n=0.035 n=0.035 Lining Notes
Point 0.75 0.40 0.25 0.40 (acres) (acres) (cfs) (feet) (feet) (minutes) (in/hr) (cfs) (in) (ft/ft) (feet) (feet) (sq.ft.) (feet) (feet) (faef) (feet) (sq. ft.) (sq. ft.) (i ;q. ft.) (in) (cfs) (feel) (cf s) (feet) (feet) (feet) (cfs) (feet) (H:V) (feet) (ft/ft) (ft) (ft)
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 13.86 0.28 0,4 1,5 15.3 7.6 16.8 193.3 25,4 25.4 4 0.52 1.73 0.55 0 50 36 3.39 6 3 0.5 0.03 0.21 3.39 gross
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 14.33 0.49 0.5 1,7 16.7 8.3 18,2 228.6 49,5 49.5 6 1.22 7.95 7.32 0 50 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 7.64 0.28 0.4 0,8 8.0 4.0 9.5 58.7 15,2 15.2 4 0.38 1.00 0.42 0 50 27 1.72 3 3 0.5 0.07 0.16 3.04 grass Basin/forebay 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 12.06 0.96 OJ 1.2 12,3 6.1 14.3 134,5
No level spreader required - no buffer of discharge point. Adjusted Basin dimensions. 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 6.98 0.78 0.6 0.8 8.0 4.0 9.5 58.7 No level spreader required - no buffer of discharge point
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 12.31 1.21 0.8 1.3 13.0 6.5 15,0 148.8 No level spreader required - no bufifar at discharge point
7 1.50 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 12,57 2.97 1.2 1,4 14.2 7.1 17,2 189.1 No level spreader required - na buffer at discharge point
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 8,24 0.83 0,6 1,0 10,0 S.0 11,5 88.0 50,7 50,7 6 0.95 1.38 1.11 0 50 72 5.74 6 3 0,5 0.064 0.23 3.74 grass Basin/forebay dimensions adjusted to meet minimum forebay de th
P
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 9.54 0.33 0,4 0,8 8.0 4.0 9.5 58.7 23.1 23.1 4 0.38 1.05 0.43 0 50 28 2.68 3 3 0.5 0.065 0.21 3.44 grass Basin/forebay dimensions adjusted to meat minimum forebay depth
11 No lave) spreader required - 10-year storm contained by future golf course pond se pond ;may
12 _ _ No level spreader required - 10-year storm contained by future golf course pond se pond
13 0.63 0.00 0.30 0.00 0,93 0.59 0.25 0.55 83S 42 4,38 7.2 3,94 18 0.04 0.44 9.11 0.43 O.S 0.$ 8.0 4.0 9.5 58.7 22.0 22.0 6 0.85 1.10 0.99 0 50 64 2.95 3 3 0.5 0,065 0.23 3.55 grass Basin/forebay dimensions adjusted to meet minimum forebay 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 10,3 1.62 0.9 0.9 8.7 4.4 10.7 73.2 No level spreader required - no buffer at discharge point
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 6.78 0,72 0,6 0.$ 8.0 4.0 9.5 58.7 36.5 36.5 6 0,85 1.14 1.01 20 30 45 3.87 6 3 0.5 q.105 0,16 3,80 grass Grass conditions must be established in Zone 2 Riparian Buffer. Adjusted Basin dimen~~ Basin dimensions.
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 9.96 0.41 0.5 0.8 8.0 4.0 9.5 58.7 2$.0 2$.0 6 0.85 1.10 0.99 0 50 65 3.07 6 3 q.5 0.055 0.16 3.05 grass Basin/forebay dimensions adjusted to meet minimum forebay 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 7.25 0.87 0.7 0,8 8.0 4.p 9.S 5$.7 15.0 15.0 6 0.85 1.21 1.04 0 50 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.$5 18 0,035 0.51 9.21 0.53 0.5 0,8 8.0 4.0 9,5 58.7 Na level spreader required - no buffer at discharge point.
23 0.50 0.11 0.00 0.00 0.61 0.69 0.23 0.42 334 32 1.69 7.2 3.02 18 0,12 0.29 12,47 0.24 0.3 1,2 12.2 6.1 13.7 127.7 20.3
20.3 4 0.46 1,42 0.50 0 50 33 2.52 6 3 0.5 0.055 0.20 2.65 rass g
25 0.89 1.94 2.64 0.00 5.47 0.38 0.94 2,10 857 46 4.36 7.2 15.15 18 0.03 1.05 11,52 1.32 0.8 1,1 11.3 5.6 12.8 110.1 Na level spreader required - no buffer at discharge point
27 No level spreader required - 10--year storm contained by future pond LJLJ
29 0.76 2.69 0.00 3.98 7.43 0.44 1.11 3.24 1000 30 6.14 6.9 22.34 24 0.015 1.36 9.81 2.28 1.1 0.8 7.8 3.9 9.8 60.5 No level spreader required - no buffer at discharge point
' Pipe sizes and slopes to be refined after final road design.
2 Riprap basin/foreboy designed based on FHWA HEC-14 assuming TW/ye < 0.75, Refine dimensions as necessary after final road design. s Maximum flow to level spreader estimated using orifice equation; Q=C*A*(2gH)~0.5, C=0,6
Maximum head on level spreader inlel pipe estimated using broad crested weir equation: Q-C*~*H~1.5, C=3 s Level spreader length based on ratio of grass and forest buffer widths (13 linear feet/cts for grass and 65 linear fleet/cfs for grass)
Discharge to bypass channel is determined as Q10 minus maximum flow to level spreader,
~ Forebay surface area determined as 0.2% of impervious area. lr SCALE: AS SHOWN
FILE: LS D ETAI LS. DWG
DATE: FEB. 19, 2007
~;R
4 SHEET
4 oF 6
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ZONE 2 RIPARIAN BUFFER BOUNDARY DATE: MARCH 1, 2007
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