20020089 Ver 2_More Info Received_20090311

IARHI
Ex"p ?a -nosy Vz
ARH Development LLC,
P.O. Box 97772, Raleigh, NC 27624, [phone] A10ARHl.com, www.ARHI.com
Joseph Gyamfi
Division of Water Quality
401/wetland Unit
2321 Crabtree Blvd.,
Suite 2501 Raleigh, NC 27604
Re: Express review of Stormwater BMP of Metropolitan I
Amendment to First Submit
Dear Joseph;
Please find attached:
1. A Two set of drawings each two sheets Sheet # 10, and 13
2. Calculations with all requested changes.
3. CD - with two drawings on it.
Looking forward to your kind reply.
Sincerely
Al Hashemi
March 10, 2009
MAR
Z Y 2009
DENR - WATER
YOE TLANDS AND STORAOWQUkM
j 'ER BRANCH
1 ?
III
W4 M
Mean
DWQ STORMW.ATER CALCULATIONS
For
Metropolitan Phase I
(1-27-09)
M-III Project 0901.A
Igloo
SEAL"(
29483 =
Z- 1 of-09
M-III Engineers, PLLC
1421 E. Broad Street, Suite 420
Fuquay-Varina, NC 27526
Telephone: [phone]
Website: www.M-III.com
Wetland Runoff & Sizing Calcuflatinnc
Soil Classification
Impervious Area = 1.799 Acres
% Impervious = 62.68%
Hydrologic Soil Group = C
Cover Type 1= Open Space (lawns, Good condition)
Curve Number (CN)= 74
C-Value = 0.22
Cover Type 2= Impervious Area (roofs, parking lots, roads, etc..)
Curve Number (CN)= 98
C-Value = 0.9
Composite CN = 89.0
Composite C-Value = 0.65
Runoff Calculation
Impervious Fraction (IA)= 62.68%
Runoff Coefficient (Rv) = 0.614 inch runoff / inch rainfall
Runoff Depth (RD) = 1 in (1" is a typical first flush value)
Contributing area (A) = 125,150 square feet
2.87 acres
Volume of Runoff = 6,398.0 cubic feet (V=3630*Rp`Rv'A)
Chainsaw Routing for 1st Flush 1" storm per DENR 1999 Manual
1" Runoff volume = 6,398.0 cf
Permanent Pool Elevation (Ei)= 421
Orifice (Nozzle) size = 1.35 inches
Intensity (1-year 24-hour storm)=
C=
Op (CIA) _
To (1" volume / Qp) _
0.12 in/hr (NOAA Website)
0.65
0.2 cfs
344.33 min
Drawdown of 1" storm
Maximum Height (Ho) = 1.71 ft
CD (nozzle) = 0.6 (Dr. Malcom, III-11 protruding orifice)
Permanent Pool Elevation (Ei) = 421
Orifice cross-sectional Area (a) = 0.010 sf
Avg. Drawdown flow (Q) = 0.04 cfs
Drawdown time = 2,950.98 min
49.18 hours
2.05 days
Stage-Storage Function Constants
b= 1.757218196 S = Ks'Zb
Ks = 684.6313434
Post Development Site Data
Location: Phase I
Total Drainage Area(DA) 2.870
Total Impervious Area(IA)(acres) 1.799
% Impervious (1): 62.68%
Required Surface Area of Permanent Pool
Proposed Maximum Depth:
2.5
ft
Note: 30% of the surface Area includin a micro pool and
Shallow Land 12-9"
Note: 35% of the surface Area
Shallow Depth 11-18„
35% of the surface Area
TSS Removal 85%
SA/DA: Entire Site 1= 60% 2.40%
SA/DA: Entire Site 1=70% 2.88%

SAIDA: (DWQ Storm Water BMP manual Table 1.1, page 5)
Phase 1= 62.68% 2.53%
Inter olation from 1=40% and 50%
Surface Area (SA) of Permanent Pool: acres 0.073 acres
Surface Area SA : sf 3163 sf
Micropool 15% Depth 2.5' 474 sf
Forebay & Other Deep Pools 15% De 474 sf
Shallow Depth 0-9" (35%) 1107 sf
Shallow Depth 9"-18" 35% 1107 sf
Required Volume of Tem orar Pool Above the Permanent Pool (Simple Method Schuler 1987
Rv = 0.05+ 0.009(l) 0.614 in/in
Temporary Pool Volume=Design Rain`Rv'1/12'DA 0.147 acre-ft
Volume = 6398 ft3
Surface Area Above Permanent Pool 3748 sf
Re uired Maximum Depth ft
Required Depth of Temporary Pool ft'
Water Depth To To of Required Temp ora Pool ft
[ Average Overall Water Depth It
Wetland Design Sizes
Volume of the Basin
Micro Pool Volume P cf
Foreba & Other Dee Volume cf
Shallow Pool Volume cf

Total Permanent Pool Volume 4747
De th of Forba
Area of Foreba : 20
% of Pool Volume)/De th
sf
Table 2. Surface Design of Wetland
Forebay Main ooI
Contour A(sf) Vol(cf) Cum Vol(cf) A(sf) Vol(cf) Cum Vol(cf) Total A(sf) Total V(cf)
418 267 0 0 0 0 0 267 0
418.5 303 143 143 423 0 0 726 143,
419 341 161 304 481 226 226 822 530
419.5 380 180 484 839 330 556 1219 1040
420 420 200 684 1625 616 1172 2045 1856
420.5 463 221 905 2494 1030 2202 2957 3106
421 507 243 1147 3099 1398 3600 3606 4747
421.5

422 3748 6585

422.5 3748 8459

423 3748 10333

423.5 3748 12207

424 3748 14081

424.5 3748 15955
3748 17829
Table 3. Stage-Storage Volume Calculation Table
Pool Required Actual Long/Short Exceeds
Pool 3163 3606 443 Yes
Foreba 474 507 33 Yes
Micro pools 474 609 135 Yes
Shallow Pool 2214 2490 276 Yes
Table 4. Design Check
Bu ancy Calculations
Riser Diameter = 3 feet
Riser bottom elevation = 418.5
Riser to elevation = 423
Riser Volume = 31.8 cubic feet
Bou anc Force = 1984.9 Ibs

Concrete Depth = 8 inches
Concrete Width = 5 ft
Concrete Length = 5 ft
Concrete Volume = 16.7 cubic feet
Downward Force = 2500 Ibs
Factor of Safety = 1.26
Table 7. Anti-floatation Calculations
Time (min) Inflow (cfs) Storage (cf)
0 0.000 1856
30 0.004 1863.5
60 0.016 1881.3
90 0.035 1918.4
120 0.060 1988.6
150 0.089 2099.0
180 0.119 2253.1
210 0.149 2450.7
240 0.176 2687.5
270 0.198 2955.5
300 0.214 3244.1
330 0.222 3540.2
360 0.222 3830.0
390 0.213 4099.4
420 0.197 4335.7
450 0.177 4531.6
480 0.158 4690.7
510 0.141 4817.2
540 0.126 4914.9
570 0.112 4987.2
600 0.100 5036.8
630 0.090 5066.6
660 0.080 5078.6
690 0.071 5075.2
720 0.064 5058.0
750 0.057 5028.7
780 0.051 4988.7
810 0.045 4939.5
840 0.041 4882.1
870 0.036 4817.6
900 0.032 4746.9
930 0.029 4670.9
960 0.026 4590.3
990 0.023 4505.8
1020 0.021 4418.1
1050 0.018 4327.6
1080 0.016 4234.8
1110 0.015 4140.3
1140 0.013 4044.3
1170 0.012 3947.4
1200 0.010 3849.7
1230 0.009 3751.7
1260 0.008 3653.5
1290 0.007 3555.5
1320 0.007 3457.9
1350 0.006 3360.9
1380 0.005 3264.8
1410 0.005 3169.6
1440 0.004 3075.7
1470 0.004 2983.1
1500 0.003 2892.2
1530 0.003 2803.0
oiaya kz-/ uutnow tcts) 1 ime (hc
421.00 0.000 0.00
421.08 0.006 0.50
421.15 0.015 1.00
421.26 0.021 1.50
421.39 0.028 2.00
421.55 0.034 2.50
421.73 0.039 3.00
421.92 0.044 3.50
422.12 0.049 4.00
422.31 0.053 4.50
422.50 0.057 5.00
422.67 0.061 5.50
422.83 0.064 6.00
422.96 0.066 6.50
423.08 0.068 7.00
423.17 0.070 7.50
423.24 0.071 8.00
423.30 0.072 8.50
423.34 0.072 9.00
423.38 0.073 9.50
423.40 0.073 10.00
423.41 0.073 10.50
423.41 0.073 11.00
423.41 0.073 11.50
423.41 0.073 12.00
423.39 0.073 12.50
423.38 0.073 13.00
423.35 0.072 13.50
423.33 0.072 14.00
423.30 0.072 14.50
423.27 0.071 15.00
423.24 0.071 15.50
423.20 0.070 16.00
423.16 0.069 16.50
423.12 0.069 17.00
423.08 0.068 17.50
423.03 0.067 18.00
422.99 0.066 18.50
422.94 0.066 19.00
422.89 0.065 19.50
422.84 0.064 20.00
422.79 0.063 20.50
422.73 0.062 21.00
422.68 0.061 21.50
422.62 0.060 22.00
422.57 0.059 22.50
422.51 0.058 23.00
422.45 0.056 23.50
422.39 0.055 24.00
422.33 0.054 24.50
422.27 0.053 25.00
422.20 0.051 25.50
r 1560 0.003 2715.7 422.14 0.050 26
00
1590 0.002 2630.5 422.07 0.048 .
26
50
1620 0.002 2547.6 422.01 0.047 .
27
00
1650 0.002 2467.2 421.94 0.045 .
27
50
1680 0.002 2389.6 421.87 0.043 .
28
00
1710 0.002 2314.8 421.80 0.041 .
28
50
1740 0.001 2243.3 421.72 0.039 .
29
00
1770 0.001 2175.2 421.65 0.037 .
29
50
1800 0.001 2111.0 421.57 0.034 .
30
00
1830 0.001 2051.1 421.49 0.031 .
30
50
1860 0.001 1996.0 421.41 0.028 .
31
00
1890 0.001 1946.6 421.32 0.024 .
31
50
1920 0.001 1904.0 421.22 0.019 .
32
00
1950 0.001 1870.2 421.11 0.011 .
32
50
1980 0.001 1856.0 421.00 0.000 .
33
00
2010 0.000 1856.9 421.02 0.001 .
33
50
2040 0.000 1856.0 421.00 0.000 .
34
00
2070 0.000 1856.7 421.02 0.001 .
34
50
2100 0.000 1856.0 421.00 0.000 .
35
00
2130 0.000 1856.6 421.02 0.001 .
35
50
2160 0.000 1856.0 421.00 0.000 .
36
00
2190 0.000 1856.4 421.02 0.001 .
36
50
2220 0.000 1856.0 421.00 0.000 .
37
00
2250 0.000 1856.4 421.01 0.000 .
37
50
2280 0.000 1856.0 421.00 0.000 .
38
00
2310 0.000 1856.3 421.01 0.000 .
38
50
2340 0.000 1856.0 421.00 0.000 .
39
00
2370 0.000 1856.2 421.01 0.000 .
39
50
2400 0.000 1856.0 421.00 0.000 .
40
00
2430 0.000 1856.2 421.01 0.000 .
40
50
2460 0.000 1856.0 421.00 0.000 .
41
00
2490 0.000 1856.1 421.01 0.000 .
41
50
2520 0.000 1856.0 421.00 0.000 .
42
00
2550 0.000 1856.1 421.01 0.000 .
42
50
2580 0.000 1856.0 421.00 0.000 .
43
00
2610 0.000 1856.1 421.01 0.000 .
43
50
2640 0.000 1856.0 421.00 0.000 .
44
00
2670 0.000 1856.1 421.01 0.000 .
44
50
2700 0.000 1856.0 421.00 0.000 .
45
00
2730 0.000 1856.1 421.00 0.000 .
45
50
2760 0.000 1856.0 421.00 0.000 .
46
00
2790 0.000 1856.0 421.00 0.000 .
46
50
2820 0.000 1856.0 421.00 0.000 .
47
00
2850 0.000 1856.0 421.00 0.000 .
47
50
2880 0.000 1856.0 421.00 0.000 .
48
00
2910 0.000 1856.0 421.00 0.000 .
48
50
2940 0.000 1856.0 421.00 0.000 .
49
00
2970 0.000 1856.0 421.00 0.000 .
49.50
Table 5. Drawdowns of the Required Temporary Pool from 421 to 422.7

Drawdown of from 424.5 to 422.71
Starting Elevation = 424.5
Ending Elevation = 422.71
Orifice Size = 1.9 inch
Maximum Height (Ho) = 1.87 ft
Volume to discharge = 6708.9 cubic it
Co (nozzle) = 0.6 (Dr. Malcom, III-11 protruding orifice)
Orifice cross-sectional Area (a) = 0.020 sf
Avg. Drawdown flow (Q) = 0.07 cfs
Drawdown time = 1,494 min
= 24.9 hours
= 1.04 days
Table 6. Drawdown of the rest of the pool between the height of 422.71 and 424.5 in 24 hours
Erosion Control Calculation Pre-Post
Pond No. 1 - Sedirnetlt Riser Basin ~AE'~.F G430U Area Total
pond Datz~ SNQULGwPS, SIDr C~'~~TCFi~S. SL''~PES Undisturbed 1.296
i r4ti~•~ ry• 4 ~ , For Slo Sit'^aeer7 ~ 1 and ~ 1,~ ~istr~rbed 2.x86 SOIL AMENDMENTS: Contours- User-tlefined contour areas. Caic method used for vdume calculation Begining Elevation = 419 50 ft i
date Ty}.~~ Pia'ltlnc~ Rate Total 4.z~z 1, Chisel compacted areas and spread tt as and spread topsoil 3"inches deep over adverse soil conditions, if available. EROSION AND SEDIMENTATION NOTES ~ ~lti~~~. r~`4 ~
L ~ I, - , ~ _ I~_... rig a ~ = standard-Riser Skimmer #1 2. Rip the entire area to 6"inches depth Stage) Storage Table 6"inches depth.
denuded Area.- 2sa 'acres(denudeu area COntributiggto sl<Immerj 3. Remove all loose rock, roots, & other Stage (ft) Elevation:I61 Contour: area [sgftj Incr. Storage (cuitj' Total storage {cuftM - I i I, I =I~ 1': ~__J ,1: CValue- 0.35 {Malrnrn,Lxlbrll,Unilx~pluvedcl~aredarea} roots, & other obstructions leaving surface reasonably smooth and uniform. `ti~~ 1. THE TOTAL DISTURBED AREA INCLDING
4. Apply agriculture Ilme, fertll¢er, and 0`.00 419`50 1,4'89 0 0 _ i ~L. ~ Te- 5 min fertilizer, and superphosphate uniformly and mix with soil (See Below OFFISTE DISTURBED AREA - 2.986 ACRES. '
i ~ grin 1 ,,t ~ _ 5. Continue tillage until dwell-pulverize) 420.50 ~ ~ 3 1 833 lnlensrly (116}= `7,)34 in{hr a well-pulverized, firm, reasonably uniform seedbed is prepared 4 to 6 inches deep. ~
Z,y75 ~ ~7a 4 4~0 _ _ _ 6. Seed on a freshly prepared seedbed a ou A21.50 _ ~ _ Q1 Q (GIAj= 6.1G cfs 3.00 422.5Q 3 diU 3.384 7;79A r. I !_.n~ ' 1 _I ~~~I ~ I ~ ~ r,~_ r_ ~ , , , MuICh Immediately after Seeding and pared seedbed and cover seed lightly with seeding equipment or cultipack after seeding. 2. TOTAL DISTURBED AREA NOT
4:00 423:50 4102 3955 11748 ~ ~ SurFaceArea: Re uircd= 100? sf I! il~_ I I ~ q ter seeding and anchor mulch. INCLUDING UNRELATED OFFSITE ' ~ ~ ~ kf.
5A6 424.50 4,400 4,L50 15;998 j _ ~ _ I = 8. Inspect all Seeded areas and make ne u .~~~~t. IJ Pro Idcd )760 ',sf as and make necessary repairs or reseeding within the planting season, if possible, if stan DISTUBED AREA - 2.50 ACRES. aged, reestablish following original lime, fertilizer and seeding rates. 3. TOP SOILS ARE COLLECTED AT REVISIONS
i ;i- - RioRre~e~elopm~nt- 4osz 'rfs(retertoRoutillgcaiCUlatiRnsl should be over 60%damaged,reestablis CulvertlOrificeStructures Weir Structures inspector on maintenance treatment and fertilization after permanent cover is established LOCATION E01, EXCESS WILL BE 1 . 12 -12 - 2 0 08
~ ~ , a1o Post Development= o.o~~ ',ifs (z~~ sldl>11>ler) 9. Consult conservation Inspector on m~ -
A B C PrfRS[ A B C D - et Protection [ ~ ~ ~ ~ j I ] j 1 j l j ] j ] I'! ~ ~ ~ '~I_-, 1 - ~ i ontl _ aTO jpost d~•~) = 21,92 'Lts * APPLY: Agricultural Lime Stone - 3 Tol me stone - 3 Tone/Acre TRANSFERRED TO 801 NE MAYANRD RD. 2. 01- 2 6 - 2 0 0 8
Rise.:{inj = -24 D0 0..60 0 60 :0.66 Crest Len iftj = 9:42 46.06 0.00 0:00 Ta6~`` G~2d0 10 tlurin-construction = 6,16 cfs i:10-10-10 Analysis ATBOO -1,000 LBS /Acre OTHERWISE WILL BE WASTED OFFSITE.
SHOULDERS. SIDE CATCHES. SLOPES Q ( ~ ) Fertilization:10-10-10 Anal Span (in) = 24;00 0.06 0.00: .0.06 Crest EL (~1' _ 422:50 42300: 0.00 0 06 {3utet pipe s!ze = 24 Inches LB hate: 500LBS /Acre of 20% Analysis Superphosphate 4. FOR THE STORM SEWER PIPE SEE THE
Na Barrels = 1 0 0 0 WeuCoeff, = 3:33 2:64 3.33 333 (F_r :;lopes 3:1 ~~nd =latter} Velocit r ~ = 3,79 t Superphosphate: 500 S v (~l j r ins (Approx. 80 Bales) Small Grain Straw/Acre PIPE SCHEDULE ON THIS SHEET.
Invert El: ft = 42000 0.00 0.06: :0.00 Weir T e =Riser Broad. --D~t~_.._.-_ T}'p? P',a 1t nc,~Rate _ MUICh. 2 Tons (ApproX. 80 i 1 Yp - _ d50 (stone size) - A.$ cn (table $.Obb rn NC E&S Control Manual) Length {ft) = 1-0 Oti 0 Oq 0 00 `-0.Op Multi-Stage =Yes Na No Na ' i I I I_ ! ~ i- ~ ~ - u _ , I Anchor: Tack with Li uid A :k with Liquid Asphalt at 400 Gallons Straw/Acre
_ dmax (max ston_ srze) = 7.z In q Sla e % = 0 50 0 00 0.00 n7a P C) _ - ~ _ Length of apron = 9 ft (table 8.06b in NC E&S Control Manual) Emulsified As halt at 300 C
N•Value = :613 0}3 013' n7a ` • - , 1 ~ Aproriwitlth at pipe- 6 ft (table B.OGb In NC E&S Contra)11~lanaiatj ~ H itl:~~ , I i I l i _~-li I 4sphalt at 300 Gallons/Acre 5. ALL STORM DRAIN FRAMES GRATES & HOODS SHALL BE STAMPED WITH "DRAINS
Orifice Coeff. =`0:66 0.66 0:60 0.60 Exfil.{inlhr) = 6 006 iby wet area). - ~ ~ ~ ,~~I ,T ~ i 1'~, Rpron t~idth at end= 6 ft stable 8.06b in NC E&S Control Manual] I _ a _
Multi-Stage = Na No No No TW Elev. {ft) = 0:00 ' ~ ~ :.rJ i H 1 Apron thicimess = 10.8 in TO RIVER" IN ACCORDANCE WITH TOWN
~ - OF GARY STANDARDS.
• e e ee re ratio 62 6. THE CONSTRUCTED WETLAND TO BE
~~a BUILT AS A RISER SEDIMENT BASIN TO
0
6' HIGH D SLAT FENCE ITH ALTERN ING B ARDS 3 3 SERVE AS THE EROSION CONTROL DEVICE
46 0 ~~6 13 4 z AND A SKIMMER WILL BE ATTACHED TO ~ z ~ a N
20 THE PERMANENT RISER AS PER DETAIL = a a z z ~ M
PLANTER ER FA 46poo SHEET GARY DETAIL 4.00002 a ~ ~ a ~ N
FOUNTAIN 4 FT FE 7. COPY OF THE DWQ VARIANCE AND Q ~ ° a p °o o rn~
OL DE c U p c0 v~
9 ° 2 4' 13 E ~ 3 g 9 ~ CONDITONS OF VARIANCE ARE PROVIDED z W " ~ v
~ 1 11 R3 -6. ' ~ ~ SEPARATELY FROM THE DRAWINGS.
35. 0 8. THE RISER STRUCTURES AND BARRELS
3 0 458, k , x~ x5 TW MUST BE ON SITE BEFORE THE GRADING
I 462' RETAINI G WALL BY TECHNO BLOCK.COM 4 4' TW 464' ~ BW BW 455.0' TW 462' TW 4 TW 456' Tyy 456' RETAINI PERMIT IS ISSUED.
B FER BW BW 454' BW 454' BW 45 ' BW 450' W 450' 456' 454' TW 452' ~~ti 48' 446' BW 447.5 BW 446 W 445 BW 445 446'
45 ~ 55• 5 ' 4 x8 5p 4 4 45 ' 4g 454, 4T q5 ~8 BW 445 9. CUT AND FILL SLOPE THAT IS (2:1) OR 44z~ GREATER SHALL BE STABILIZED WITH
0 4 O
456,43 ~i ? ~~4 ~ 455,10 ? 1 XFFE 45 445,2 ~ 440. PERMANENT SLOPE RETENTION DEVICES
I X45643 0 446,83 ~~53 442 43g TRAI MUY ED ~ OR A SUITABLE COMBINATION OF
>t 4 FFE d 3' SAS 4g , XFFE 44750 446 44653 W 452' .p. 45 b4 462• a 0" XFFE - W 4 ~ STR Ep PLANTINGS AND RETENTION DEVICES.
I ? A BOR '30 ARBOR 4 455,33 454,00 454. S~ h~ ~R ~0' SLOPES GREATER THAN THREE TO ONE
~ XFFE 455,63 A X447,83 ~ ~ n 44,30
' TW 458' XFFE 48, FFE H 4 45,6 BW 45 ' ~7 4 L 1 ~ ~ FFE 2 (3:1) SHALL NOT BE STABILIZED WITH r ~
N ~ X454,33 y, 45 0 p 4S8' 453,50 ~ 443, o- k~a k k~° ~ TURF GRASS BUT MUST BE STABILIZED
FFE a F 45483 RETAINING WALL 446,33~~~ ~turee~WayeC` WITH VEGETATION THAT REQUIRES
8 0 ~ ~ ~ X E FE ° z H 445,00 445,03 v ~ ~ 5ry' z 4 0 TW 446' t7 w '0' XFFE TW 454' ~ a ~ 4 ~ 0 BW 444' ~ x ~
I BW 45 ' ] ~ 452,00 U op ~ w E 443,00 X453,33 ~ x 452,00 453,33 ~ ~ N 446 X445,33 B a v, ~ / ~ 4 6' 48 ~ MINIMAL MAINTENANCE. WEEPING LOVE ~ P ~ ~iNE GRASS, RED FESCUE OR OTHER APPROVED
FFE 1 XFFE r=, ~ ~ 8" It1~,IN (NP) w N ~ 44,33 GENTER 110.0 0
d ~ ~ ~ 44,00 FFE FO aw N ? 0 GREEK VARIETY. CHAPTER 7, PART 2, SECTION 4, ( C~
z Q a 0 O ~ ? 2,00 I R NING WALL X451,83 '"WF 45 4SO4g4~ 450,50 X451,83 O' B 442' b BW 39' (G) LDO). ~
FFE ~ FFE as ° - , N 443,83 An 44.33 ~xa~ `~zH ~ A IN "..e'" a XFFE `'Q, X E y Bw 34' 0 10. 401 PERMIT IF NEEDEDD SHALL BE
w t~ t` eD ~ w 442,50 O _ ~ 1 OBTAINED BEFORE ANY DISTURBANCE TO
~ TW 452' ? G~G ~ E ? - AR RAIN 0 ~N 4a tir'~ 449.00 449,50 d ~ ° 442• 1,00 W
W 447' 450,33 BW 442.5 ~ XFFE 450, AD# 44 , 3 „ 445. XFFE ,~Nj X E ~~ti , ~ THE CHANNEL FROM DIVISION OF WATER ~ k
u J ~~T p 0~~~ 9, O W 434' 9 ° J~~~e- ~ / QUALITY
~ ? TW 44 442 Q' .00 O ti 0 44 447,00 47,50 X50 12 ~ ~ '~qW ry`8 W 434 ~ / 11. ALL STREAM BUFFER WILL DURING
E 448,83 BW ~ ' 4 .33 ~ a O XFFE 444 , 440. FE ,~'`rk~'ti ~ ~ CONSTRUCTION WILL BE PROTECTED
3.8 8 5 ACRES TW 450' X6.0' BW 442' ~ 0.0' 0 ~ m ~ BW 4 RAIN ro 43 , ~ N ~ WITH TREE PROTECTION FENCING.
6~ 5 D CATCH BASIN WITH D N ^O ~ ,~0 12. TOTAL DRAINAGE AREA FOR THE
HC RAMP ~ 440,33 Pvc ~ D 1 0 6 0 RAPALLO ST. 442 XFFE
Easement f r o 4AA•0 438,00 44 .5' ~ STREAM UP TO NE MAYNARD RD IS 35
futur I 443 5' ~ 15" RC Ati• co e P FROM AR A ~ 440' a 439,33 434; nnectivi 2 5 fq w s4~ ~ ACRES' PROJECT SHEET TITLE
~ 0 AIN 0 a 438' XFFE ~ W ro' CB1 ®1 CB#1 440.0 _ •s. a >r;~ ~ ~P5 13. A GRADING PERMIT WILL NOT BE ISSUED
ex' 23 IN1 441. ; i 7 d~ HC RAMP - JB G N UNTIL THE TOWN OF GARY HAS J
OOa p V 43 .O' 42
INV 430. ' 9.0' ,R 5' RECEIVED NOTIFICATION FROM THE 0
ROOF DRAIN B" PVC 0' 4.5' ~ o ECOSYSTEM ENHANCEMENT PROGRAM
438 7 ROOF DRAIN 8"PVC THAT A RECEIPT HAS BEEN ISSUED TO THE
I % ' X446,50 JB j/// ji / !/~i /ii/ e FFE RI 438.7 T6 ar i/ / yi//j E o DEVELOPER AND THE LOCAL Z Z
448' VIN-1 4 .8' x i/i / % / % //~i/ ~ 436• INV IN-2 433. 1' C 1 / / i ii/ i/ i/i 'may
~ INV OUT 432.5) # 442,00 a3 /ji// //yi xi// ,"may ~ 437,50 BUILDING 1 i/ / XFFE %//i/ /!i ~/i/ / ;;rr e SO AVE. o %r~/j % yi ~ GOVERNMENT STATING THE NITROGEN ~ J e BUY DOWN HAS BEEN COMPLETED. Z Q
20 RESIDENT - 16 % .r.//// i ijii/ % i y/ ~ / IAL MULTI FAMILY M`O i/ / /i/ ' . /i i/i//!,~ ~ ' /i ' , i / 437,00 k~ v /i// / x///
3 STORY cHANNELDRAINTa c Dc6, 433.00 B ING 4 //i////%. M / / / ~ ~ %i / /ii%/ ~ 446' 0 RESIDENTI ULTI- FAMILY . • ' / 14. THE PROJECT WILL MEET ALL OF THE ~ ~ ~
3 STORY BW 8 i,/~jr //.//j 6 SEE SHEEP N 3 SIGN DETAILS CHANNELO OCONN 1 ~ ~i/,~/ /ij REQUIREMENTS RELATIVE TO BEST
MA ° ° ~ % / ~i/i / 424. ' MANAGEMENT PRACTICES AND U J ~ U
/ ~ o-2a°0 SEE SHEET X13 DETAIL E- / W~ ENGINEERED STORMWATER CONTROL Z =
° ° 0 3-, 2' PIPES, SEE DET E- / B 0 ~
/ 2 442 423. 444' 44 • ° o I 20.43 STRUCTURES AS OUTLINED IN THE TOWN Z ~ ~ ~
0' 42' 38.0' B 43 - / OF CARP LAND DEVELOPMENT Q ~
438• O r 12' SPILLWAY AT 424.5 ° ° wo. 0 0 ~o ORDINANCE. (CHAPTER 4, PART 4.6, LDO). W Z
6,0' SEE SHEET 13 DETAIL E-1 1 PIPE DURFT TO STREAM 4Z ~ ANN 7H A HEADWALL
43 CONSTRUCTION SEQUENCE OF THE V ~ ~ Z ~
1 r PROJECT: O W ~O OC
°
URB EXIS RIM C ~ Q
3 INV ° 3 ~ NEW CB- PUB #1 1. OBTAIN GRADING PERMIT; (TREE LL• G V
434 ~ ° XISTING CURB RNV 433.0' EXISTING CQ-PUB XISTING NEW CB-P #2 RIM 432.60; TO BE REMOVED IM 433.66 CURB o z - - RIM 433.0 INV 417.92 NEW CB-PUB #3 - - - - PROTECITON FENCING MUST BE W
N ~ - - - I - - TO BE REMOVED INV RIM 433.5' INSTALLED AND INSPECTED PRIOR TO TH
a w - - - - 1 U~ ° - _ 28.Q Q ~ 0_ EXISTING C& EDGE - ISSUANCE OF A GRADING PERMIT.)
' ~ 12 m~ _ 2. INSTALL ALL EROSION CONTROL
U
M LJ 11118 OF DIS1111r8ED AAEA ~ Z ~ 05 ~ - 4. MEASURES AS SHOWN; DATE 9,/~B/2009 3. OBTAIN CERTIFICATE OF COMPLIANCE SCALE
r D- THROUGH ON-SITE INSPECTION BY
w a EXISTING CHANGE LANE ROAD CENTER LINE 9 FUTURE MEDIAN C&G EROSION CONTROL OFFICER; DRAWN BY AH
~ m m m m
~ t ~croB,TSmD EMRAHCE wrrH R/W 4. PROCEED WITH GRADING; CHECKED BY AA
EXISTING LANE MARKI G 5. CLEAN SEDIMENT BASINS WHEN
ONE-HALF FULL; SHEET #
432 6. SEED AND MULCH DENUDED AREA
~ 428 6
42 WITHIN 15 DAYS AFTER ANY PHASE OF
~ i GRADING;
GRADING & EROSION LE E G ND 7. MAINTAIN SOIL EROSION CONTROL
0 o LIMIT OF DISTURBED A AP ~ REA A P P R O V E D MEASURES UNTIL PERMANENT GROUND ~ 18
T01 ~ ~ SILT TOWN OF CARY COVER IS ESTABLISHED; NORTH
v FENCE n n, n n n ~ ~„T ~ ~ ~ ~ ~ ~ ~ ~ 8. REQUEST FINAL APPROVAL BY EROSION
rM r M u J t u i IN U,. u o- r- - u/j CONTROL OFFICER;
DIVERSION DITCH
9. REMOVE SOIL EROSION CONTROL
API APPROVED BY: DATEMEASURES AND STABILIZE THESE AREAS
f f TREE FENCE P L/ PANNING DATE
EN( GRAPHIC SCALE FEET ENGINEERING DATE
BMP DRAINAGE AREA

~~i w _ _ °T'~~ Cam` .~•I G7,0 ll k.~ I I ~ ~a T.. [ i
fl 1 _ _ . ~ _ _ C>~ . 3
8'-10.0' WETLAND SEDIMENT BASIN RISER STRUCTURE
i
54'W ALUM. TRASH RACK NTH ANn-VORTE% ~ i"7 - -
SUPPOATS AND A TOP CRATE OF ALUM. BAA ~ 6' 0.0 EACH OIRECRON v' L f
8• BUTTERFLY VALVE NTH / 2" rc 4" SgMMER AOAPIER ~ 4'0 ALUM. ~ i ~~i(~(/~
I i aBDw i R3'-4.0' ~ ,r~ ~/~IrlrJ, ~ _ ELEVATION i 2 n , ir°° i
-424,50 Spill WOy 8' OIA INVERTED ELB ' - ~ `
i ~ ~ ~~2 I .~-..a-d-_. - 4' DIA INVERTED ELBOW - ,
-423,5' Top Tenp. Pool CAPPED NTH 1.95• GRILLED i ~ _Y_ ~'ZI _ 4~i rn ~ ~ i - ~ EVISIONS
-4227 Top of Required Tenp, Poo ~ ~ - t , ` ~ J` ~ 4' DIA INVERTED ELBOW .e,.._... i ~ ~ I I ~ ' it ~ i ~ ~ ~ 11 °i ~ 1 ~I~ t_s~.~~ ~~J~'. - ~ .JJ~i~ ~ ~ I REVISIION 1 DECEMBER 14, 2008
CAPPED NTH 1.35• DRILLED ~ w- , - _ F, ~ HOLE ~ ~1~ i( ti~~ ~~'~•~.~A T ~
r ~ Lieu -421.0 Permanent Pool Level - C ~ ^ DETAIL E-3 , ~ ~ . ~ ~J I u ; L--~i ~!i sca e. - ~f ' ~ `~1i~e ~9 - ~ ~I _ _,~;I~ Jr. =1 ~ `~TiL.. , --~11 -fl;,o= I sl ' ~t1 ~~av
•0 A M. (T, fl~ ~ 1 II -420.016"OutfD Invert Level STU. 36.014 C.A. 18'W 140A. '~""II (''C~, I{U~a 1.== ~ :___.I~~~~ l~ ~ ~~~~°~f )t'. REVISION 2: 01/28/2009
CORR. ALUM. CORR. ALUM. - - v G m (l
-416.50 ~ ~ 421.5' SPILLWAY INTO NAIN POOL 'PI~ i,,~ .'-i~~ "
~ 421.D' ' 1 9 S. ` 5a• x 5a• ANn-SEEP PuTE ~ p.
y < 5 SANDNCHED BETWEEN TWD 12.114 G.A. ~~ex ~'~°`I T 5 1 ~ , ~~i FLANGE CASKETS IN A CORR. ALUM. w..._ e..----.
' ' ` ~ .y ' ~ FLANGE JONT LOCATED 12 0 ALUM. MP-RAP AS PER `^.,°".~•m®^ '."".,.."«"'".",...`__.q - 416.5 APPRO%. CENTER OF BEAM ELBOW BETWEEN FOAEISI - 4' SKIMMER ADAPTOR REST OF WEMNO T+.[,A4 I" 6 r / 4 1 f~
OR EMERGENCY OUTLET 9 ' S
418.0' NOTE DRAWDOWW BOND FLANGE TO BE IN PLACE WRING BUOYANCY CALCULARONS CONS1RUCnON. NiEN SKMMER IS REMOVED, BOND FLANGE BUOYANT FORCE: 624 PCF % 24.7 CF = 1543 LBS V Curvilinear Cross Section B-B
NLL BE AEMOVID AND 6' BUTTERFLY VALVE NLL BE CLOSED. CONCRETE WLUME: 1.5' DEEP % 3.25' % J25' (MN) BOTTOM OF 1HE FgtBAY 4 ANCHOII 8005 70 SECURE 15.64 CF (MIN) CONCRETE WEIGHT: 150 PCP15.64 CF =2376 LBS TIE CORR. AWM. PIPE 1=6rebzly ~riain purl
FACTOR OF SAFETY: 1.54 A C ~ d CONCIEIEN 16' OF ~ - _ - ~ ;J GOII Onf ,~~s1! !l~iu~;l~r i;um O',.brfJ A~sfi `Jnl of lien `r~~lir,1 I U~d_I A(Si; Ta ,~E
DETAIL E-1 . ~ ~ - t { i - ~i9 2ri o o u c n G6~ o e ,1 t; c0;~ 143: 143 423 `0 0 'r ?8 14
DETAIL E-2 , _ _ ~ _r-_, > , T ~ _ ~ ~ I~r w 1 . ~ ry; k 'a ~ o'~' r ,Yi 161 304 481 X25 2?6 n22 0311 w r, z ~ °0 x ~ I
~ sca e. _ ^,Pli','~~Jk 30L~ v~TI~L• ' . " 1 ~ of 7 18Q 4S4 839 :30 ` 1 c i z 10aQ ~ z ~ a ~ ~ n
sca e : - ~ser e a~ ~ ~ 12G 42[1 200' 6$4 16 ' w a } -}ii 1,.'46 ~~1J 1~i~ f8~~ U Z w0 ~ CO M • t- ~ M ~ ~ 2~1 905 4+d 1930 20? ~ ~ ~ 1 l a ~ ~ ~ z z ~0 ~ '
J ~ 421 ~Oi 293 114 „019 1~?98 ;6(~0 ?^OF 4,41 ~ z ~ ~ n~i
q' ' A 4 1 ~ ?r4R C~r'5 a ~ ~ v ~ ~ I m ~ -w-.. ~ _ _ _ ~ ~1 8}':~3 a p o ~ rn rn
RISER 47~ i 9'4d 10'.,3 ~ ~ N a
e - 429 3?48 1020' o w , , 2 ? rr; 14781 ¢ ~
' . ° a' SHALLOW 0-9" ABUT MFNT I ~ . ABUTMENT ~ J ~
,.,,SHALLOW 0-9 SHALLOW 0-9 DEEP POOL » " » SHALLOW 0-9 ' v, a^a~; ~~4s t~azs
MICRO MICRO POOL SHALLOW 0-9 SHALLOW 9 -1 SHALLOW 9 -18 DAM FOREBAY 422.7 TEMP POOL RQ D Cross 8 Wlde x 10 Y i' Wide x 10' Long 60~ y $Aff11'I'- -
pedestrian & Heavy an & Heavy Equipmen ` I Table3: Stage-StarageVolumeCalcufationTable
Prefabricated Panels cated Panels. d~ ~
°
. ~ ~-III- - I-I ` ~ ~ . BMP PLANT LIST ~ , _
I C I-~ i ~I I I-1 I I-1 I I I ~ I I I ~I I I- - - - - III a 421.0' PERMANENT POOL III-III-III~~ III„-,III_ -
1-111_ III II _ ° 420.25' 0-9" SHALLOW T ' - ~ iGEY RUANITY BOTANICAL NAME C©MMQN ~lAf~lE SIZE & CONDITIQN ~
_I = I ' ~ . -III ;,III I I= _ - =III- I -III = , I I 11= III I I ~I I I_I _ I I 1-1 I I I= I a°° 1 ~6
=1 11= =1 I I I=1 I- I=1 , i l=1 I I=1 I I-I I=1 I I a 419.5 g-18" SHALLOW - F`°°" BE TD '9 TAXODIUh~9 DIS ~ ICHUM BALD SYPRESS 10' HIGH 2° CAL.B~B ur CONT. ~ $ A~ `-',J
III-1 I- d. , I-1 I I- I ~I I I=111=III-1 I I-1 I-, ~-i I ~I I I=1''- =1 11= I 1=1'' n=1 a=1 I I=1 11=11 I-11 I I -111=1 I I- -III=III=1 I'- .4 I I I I' i~,~< <~;T~~~
I 11- ~I I I-1 ~ I_I I I_I I I-II I-1 11-1 I I-' I-1 . IG 100 ILEX GLABRA INKBERRY HOLLY 1 GAL: 8" HIGH ?4" O.C..
_ III ° ~ ~ ' - I I-III-III-III ;III ' 111 . ° -1 I-I ' . d' ~ - ~I I I ~ I
° ~ III II- _I I _ III , III I I IV 295. IRIS VIRuINICA BLU FLAG IRIS 6"HIGH 4" DIA,POT 24" O;G,
1,;111-~.... alll=l = =1 = = = 418.5' MICRO POOL BOTTOM eeiuireL tkc6ua fs g orni~ ~rari ~ce~rs LC 125 LOBELIA CARDINALS CARDINAL FLOWERS 6"HIGH 4" DIR. POT 1$" O.C. ~
° .III.. III.. III..II~II II-ICI-I~ ICI w ° a° - - - - III I - , ICI = - - I=I 418.0 Paul gaol 3163 36Q6 443 `fes ~
I I== _ - - =1I FOREBAY BOTTOM -o ref]a 4~:4 :;177 ~ es NC 6C NELLUI~IBU CUTER WATER: LOTUS BARE ROOT 36"-O.C.
_ III=1II=1II- Foreb~ Mi,crDpo als Nlcropoals 474- 66~J 'des ~
Shallov~'Pool ~hallow'Pool 221`4 249 X76 Vzs NU 125 NUPHAR LUTEA 5PATTERDOCK BARE ROOT 36" O.C, ~
o~n ross ec ion
Table A. Design f `tJ JIJJ ~ ~ , r IableA. Design Check SP :185 SCIRPUS PUNGENS 3 SQUARE BULRUSH 1 CAL. 24" O.C. l
scale. 1 - 20 X-Axis
JE 110 JUNCOS EFFUSUS SOfT RUSH BARE IZC~OT 24" O.C. ~ 'M1 d
' 1 " = 5' Y-Axis A 5L 130 Sa.c~,GITARIA LATIFOLIA ARROWHEAD BARE ROOT 18" O.C. '
'0
N [J/j /~JL ~hl V T M. - ~ GRADING PLAN NOTES:
N ~
9 - L TO MTiNIMIZE DAMAGES TO EXISTING TREES NEAR THE INTERIOR EDGE OF
Y ~ r ~ 4f 7 BUFFERS AND STREETSCAPES, THE CONTRACTOR SHALL CUT MTiNIMUM 2'
L . ~ ap ~ • ~ TRENCHES ALONG THE LIMITS OF DISTURBANCE, SO AS TO CUT, RATHER THAN TEAR, ROOTS;
a 2. THE TREE PROTECTION FENCE SHALL BE MAINTAINED ON THE SITE UNTIL PROJECT SHEET TITLE
. Mp a ALL SITE WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR
FN rE I 2 R cc ~ TO THE CERTIFICATE OF OCCUPANCY (CO) IS SCHEDULED.
0.8X1 SCR 0 F 3. ESTABLISHMENT OF GROUND COVER WILL BE WITHIN 15 WORKING DAYS.
4. NO WETLAND EXISTS ON THE SITE.
T ' ~ 5. NO 100-YEAR FLOOD PLAIN EXIST ON SITE (CRABTREE CREEK
1 f 1~ ~ TW_4 ~ ~ ~ 6. CUT AND FII,D)SLOPES WILL BE STABLIZED WITHIN 15 DAYS OF ANY PHASE
~ . ' 42 437 ~ ~ W ~ OF GRADING. 0
k ati 1l 42~, . , A 7. RESERVIOR WATERSHED PROTECTION ORDINANCE OF THE TOWN OF CARY ~ Z
~1 ,//L,~~ ~ a IS BEING ADDRESSED THROUGH THE USE OF A CONSTRUCTED
TW ~ WETLAND.PROJECTWIZL MEET ALL REQUIREMNT OF THE TOWN OF GARY l`~...~ /
422' 0" 420' 0 C o 9~,p , ~ ~ ~ ' ~ . ~ + LAND DEVELOPMENT ORDINANCE . ~l ~r ' r ~ p 8. PROJECT MAYREQUIRE APRE-CONSTRUCTION CONFERENCE BEFORE THE z
421 419 6 421 6 ng t ~ ~ M / 4 a° 420' o" EDW Area 3606 sf 419' 421' o" ~n ' Lr~` > > GRADING PERMIT IS ISSUED. J ~ Q i,
' 419' 6" 1 ' „ 420' 5" y I f , ~ ~ ~ I 9. STREET IN FRONT OF THE PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR 0 ~ Z
20' 420' 0" F ~ Ur - ~ i,~1 , , i ~ ~ ~ ~ AWASH STATION WILL BE BUILT. ~
419' 5' efr e Co • ti ~,,1~~~-~ ~ ' 0 0 0 ~~~~,1„ ; , y~f ` 10. TREE PROTECTION FENCING WIL LBE INSTALLED AND INSPECTED U ~ li t, 8 ~
419. 5,. A2~, 419' 0" a nn ~ i 418' S„ Gres ~2z' ~ ~ I ! \`A ~ ~ ` ~i ~ ~ ~ ~ BEFORE A GRADING PERMIT IS ISSUED. ~ Q Q ~~i1
6'' . 4 , ~ - t L, 418 0 , i j ° F ' ~ r~~a 4 ~ i, 4:cL~' tT ;
~ .5~9" 6~° ~ - e ,
42 m ~ 111~11~1,~ 42~" o" Fri 1'~ rL ~

20.5' ~ 1 . ~ - ` 4 42 - ° ~ 42 r h~ ~ MAINTENEANCE ACCESS 0 r\ ~
419 6 1~ ~ 1. FOREBAY IS ACCESSED THROUGH A ~ C ~ ° Q
~ 419, » ~ , _ , \ ~
418 6 t , ' 141 s s r - GREE NWAY CROSSING OVER THE STREAM, G ~
l l~ X19 / I, 418` 5' 1' W m , 'QO.. DESINGED TO CARRY THE EQUIPMENT AND
B1 0 3. , ~ ~ ~ ~ r DUMPSTER LOAD.

. SEE SHEET 13 DETAIL -3 , ~ , T, ; ~ T~ 2. RISER BASIN IS HANDED BY CRANE
~ ~ !4"d 424, i _ I l , ~ SEE SHEET X13 ~ETaIL RIGTH FROM THE STREET SIDE OF THE WETLAND.
~ I ~~r I ~ > ~I ,;~~~'y ~w~' X23.7 DATE 12/14/2008
~ i 11 r, t
3-12 PIPES, SEE DET E- 1, ~ r,' ~ 3-12° PIPES, SEE DET E- SCALE 1"=30'-O"
DRAWN BY AH
~ ~ ~ 4 / '
~ 4~3. . ` CHECKED BY AA
1 X
° ° ~ , SHEET
4.1 ' ~ c
~ 12 SF I~;LWAY AT 424. WAY AT 424.x' ~ HEADWAll FLARED PIPE END)
~ ,
12 SPILLWAY AT 424.5 y,,' MAX S7NEAM LEVEL
IB'114 GA CORR. ALUM. ttpICAL WATER L 1 I I 1 R
o~ SEE SHEET 13 DETAIL E-1
18" PIPE OUTLET TO STREAM
APPR~VFR ~nVFn ` ' NORTH
W ~ WITH A HEADWALL TOWN OF CA
OF CARY 5y5.5 `5 5. i I L OUTFACE TO STREAM
JECT NO: 08-SP-073 NOT TOSONE
~ M H PROJECT N0:
APPROVED B PLANNING ROVED BY: DATE
JNING DATE
a scale: 1 = 10 ENGINEERING- VEERING DATE