20100249 Ver 1_More Info Received_20100426

111111111 Jill FAST LANE PICKUP DATE PICKUP TIME
27998
DRIVER # OF PIECES WEIGHT
SAME DAY
BILL TO : SHIPPER RECEIVER 3RD PARTY
NEXT DAY CAR VAN ROUND TRIP CHARGES
FROM S & EC TO
11010 RAVEN RIDGE ROAD DWQ
RALEIGH, NC 27614
846-5900
PROJECT _ t
2321 CRABTREE BLVD
RALEIGH, NC 27604
828-0303
i
SIGNATURE PRINT DATE s is ^ ...h j I :'TIME
4
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
NC Department of Environment and Natural Resources
Division of Water Quality
401 Oversight/Express Review Permitting Unit
Attn: Ian McMillan/Lia Gilleski
2321 Crabtree Boulevard, Suite 250
R I ' h NC 27604
April 26, 2010
S&EC Project # 8843.W2
DWQ Project #10-0249
a erg ,
Re: Reply to the Division of Water Quality's Request for More Information III&EUVRI.
Smithfield Business Park APR 2 6 2010
Johnston County, NC
To Mr. McMillan and Mrs. Gilleski:
wsMOA U y
MR - MUM AND MUftyM
On April 14, 2010, Soil & Environmental Consultants, PA received a copy of a Request for More
Information letter dated April 21, 2010. The purpose of this letter is to respond to the requests,
please see the original questions that are then followed by our responses below.
Additional Information Requested.
1. The water quality treatment volume from 1-inch design storm required to be drawn down in
2-5 days is approximately 38,693 cf (as opposed to 115, 596) cf from 2.96 inch storm), and
therefore draws down in less than 2 days with the 6-inch orifice. While you can store more
than the minimum design volume above the permanent pool elevation, it is important that
you select an appropriate orifice diameter to achieve a drawdown time in the required range
for the design volume.
The project engineer has made your requested changes. Please see revised
supplemental forms, revised calculation sheets, revised water quality pond design
computations sheets and revised plans.
2. Please revise the supplement form accordingly to reflect comment 1, including minimum
volume required and drawdown calculations.
The project engineer has made your requested changes. Please see revised
supplemental form.
3. This office recommends that the top elevation of the right portion (running E-K9 of the
forebay berm be reduced to contour elevation 146.5ft (permanent pool elevation) or 147ft
(at most). This will help divert the flow of water to achieve the desired flow path as
indicated on the plans.
Charlotte Office: Greensboro Office:
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
The project engineer has made your requested changes. Please see revised plan
sheets SWMP 3 of 6 through SWMP 5 of 6.
4. It is also recommended that the berm protruding from the right side (running SW-NE) into
the pond be reduced to about half the length of that shown on the plans. The midsection of
the pond appears too narrow.
The project engineer has made your requested changes. Please see revised plan
sheets SWMP 3 of 6 through SWMP 5 of 6.
5. Please correctly label the contours in the plan and cross sectional views of the pond, and
revise the normal pool contour elevation in the typical shelf planting detail. The cross
sections can be drawn larger so as to be able to show elevations properly. Please use
1 ":20' scale as required in the Required Items Checklist.
The project engineer has made your requested changes. Please see revised plan
sheets SWMP 4 of 6 and SWMP 5 of 6.
6. Please show a typical swale section for Swales A-E and include a table with design and
construction information on the plans.
The project engineer has made your requested changes. Please see revised plan
sheet SWMP 3 of 6.
7. Please provide buoyancy (anti-flotation) calculations for the outlet structure.
The project engineer has made your requested changes. Please see new misc.
calculation sheets 16B and 16C.
We anticipate that this answers all of the DWQ's questions in order to complete the final review
process requested for the written concurrence of Water Quality Certification 3821. If you have
any further questions or any additional explanation is needed, please don't hesitate to call.
Sincerely,
SOIL & ENVIRONMENTAL CONSULTANTS, PA
Debbie Edwards
Environmental Specialist
CC:
Dr. Venkatasomaiah C. Motaparthy-105 Cashwell Drive, Goldsboro, NC 27534
Mr. Ron Sutton-Herring-Sutton & Associates, PA, 2201 Nash Street NW, Wilson NC 27896
Attachments:
1) Revised Wet Detention Basin Supplemental Form
2) Revised Misc. Calculation Sheets 1, 3, 5, 6 and 7
3) New Misc. Calculation Sheets 16B and 16C
4) Revised Water Quality Pond Design Computations Sheets 1-40
5) Revised 24x36 Stormwater Management Plan Sheets
6) CD of Revised Plan Sheets
Permit No.
(to be provided by DWQ)
O?O? W ATF9QG
A RA
O 'C
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1. PROJECT W-ORMAT10H
Project name SMITHFIELD BUSINESS PARK
Contact person RONNIE L. SUTTON. PE
Phone number 252-291-8867
Date 4/10/2010
Drainage area number 1
Ill. -DESILiN'1W-011 ATION
Site Characteristics
Drainage area 732,058 ft2
Impervious area, post-development
% impervious
Design rainfall depth
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
475,240 ft2
64,92%
1.0 in
39,053 ft3
97,321 ft3
ft3
ft3
ft3
fl3
ft3
Y (Y or N)
OK
OK, volume provided is equal to or in excess of volume required.
1.0 in
0.54 (unitless)
0.86 (unitless)
0.13 in/hr OK
30.90 ft3/sec
49.20 ft3/sec
18.30 ft3/sec
148.00 fmsi
146.50 fmsi
146.25 fmsl
147.00 fmsl
146.00 fmsl
143.00 fmsl
142.00 fmsi
1.00 ft
(Y or N)
148.0 fmsi OK
4 s
a
y C't

< ??7\j
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
11. DEWN NV O NIr4MN
Surface Areas
Area, temporary pool 68,905 ft2
Area REQUIRED, permanent pool 29,282 ft
SA/DA ratio 4.00 (unitless)
Area PROVIDED, permanent pool, Ap,. _pm 59,190 ft` OK
Area, bottom of 1 Oft vegetated shelf, Abo w 51,459 ft`
Area, sediment cleanout, top elevation (bottom of pond), Ab.,_,,w 39,333 ft`
Volumes
Volume, temporary pool 97,321 rya
Volume, permanent pool, VP,.-PW 163,540 ft3
Volume, forebay (sum of forebays if more than one forebay) 31,344 ft3
Forebay % of permanent pool volume 19.2% %
SAIDA Table Data
Design TSS removal 90%
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SA/DA Table Used? Y (Y or N)
SA/DA ratio 470(1 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vp.. _,w 163,540 W
Area provided, permanent pool, Ap„,,,_pw 59,190 ft`
Average depth calculated ft
Average depth used in SAIDA, dam,, (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Apm_pw 59,190 ftZ
Area, bottom of IN vegetated shelf, Ab?k_.hd 51,459 ft2
Area, sediment cleanout, top elevation (bottom of pond), Al a-,,a 39,333 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 3.00 ft
Average depth calculated 3.11 ft
Average depth used in SAIDA, dam„ (Round to nearest 0.5ft) 3.0 ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (H.)
Drawdown through weir?
Weir type
Coefficient of discharge (C,.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
(Y or N)
3.00 in
in2
0.60 (unitless)
1.25 ft
(Y or N)
_(unitiess)
(unitless)
-ft
ft
29 00 ft3/sec
46.20 ft3/sec
0.14 ft3/sec
3.01 days
OK
OK
Need 3 ft min.
OK
OK
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
1.7 :1 OK
Y (Y or N) OK
1.0 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
EMERGENCY SPILLWAY IS PROVIDED; DRAINAGE FOR MAINTENANCE TO BE PROVIDED BY Pl
Form SW401-Wet Detention Basin-Rev.8.9/17/09 Parts I. & II. Design Summary, Page 2 of 2
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB da
SHEET NO. )29- V? O' / OF
CALCULATED BY
CHECKED BY
SCALE
DATE
DATE

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D PRODUCT 207

HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB S
SHEET NO. &Y g?o OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
`°-,?.i - ?r 'lU lr rte-.. P5, :
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Ply
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D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB S p'_llp /
SHEET NO. RAPP OF `
CALCULATED BY.
CHECKED BY
SCALE
DATE
DATE
HERRING-SUTTON & ASSOCIATES, P.A. JOB 'S760 ICZ
NASH ST. NW SHEET NO. ew?7
Fe W70
WILSON, NORTH CAROLINA 27896
[phone] CALCULATED BY
CHECKED BY
SCALE
OF ({-0
DATE
DATE
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0 PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB
SHEET NO. OF l ks,
CALCULATED BY
CHECKED BY.
SCALE
DATE
DATE

D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB S ? ?p
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
,e
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D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A. JOB
2201 NASH ST. NW SHEET NO. OF ?<
WILSON, NORTH CAROLINA 27896
[phone] CALCULATED BY DATE
CHECKED BY DATE
SCALE

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D PRODUCT 207

IV
SMITHFIELD BUSINESS PARK
WATER QUALITY POND
DESIGN COMPUTATIONS
Revised April 23, 2010
PREPARED BY: HERRING-SUTTON & ASSOCIATES, PA
2201 NASH STREET NORTHWEST
WILSON, NORTH CAROLINA
w
i
SMITHFIELD BUSINESS PARK
WATER QUALITY POND
DESIGN COMPUTATIONS
1. DRAINAGE BASIN DATA
• AREA: 16.81 ACRES
• SOILS: GRANTHAM
• USE: COMMERCIAL (70% MAX IMPERVIOUS)
11. POND DESIGN CRITERIA
• SCS METHOD
• HYDRAULIC SOIL TYPE: D
• PREDEVELOPMENT RUNOFF CURVE NUMBER (CN): 77
• 3.0 FEET PERMANENT STORAGE IN POND
• 1.0 FEET ADDITIONAL SEDIMENT STORAGE
• 90% POLLUNTANT REMOVAL EFFICIENCY
• EMERGENCY SPILLWAY WILL PASS 100-YR STORM
• SITE IMPERVIOUS PERCENT: 70
***SAIDA RATIO: 4.0 SURFACE AREA REQ'D :
SA/DA x DA x 43560 SF/100
4.0 x 16.81 x 43560 SF/100
• SURFACE AREA REQ'D : 29,290 SF
• SURFACE AREA AVAILABLE AT PERMANENT POOL 59,190 SF
• THEREFORE MINIMUM SURFACE AREA REQ'D MET
• POST DEVELOPMENT CN: 93
• VOLUME FIRST INCH OF RAINFALL: 39053 CF
• STORAGE VOLUME PROVIDED: 96,069 CF
• THEREFORE MINIMUM STORAGE VOLUME REQ'D MET
111. POND DATA
• POND INVERT 142.00
• RISER INVERT 146..50
• RISER TOP 148.00
• PERMANENT POOL 146.50
• EMERGENCY SPILLWAY 149.10
• TOP OF POND 151.00

IV. RISER BARREL STRUCTURE
• 3.0 FT x 3.0 FT ID CONC. BLOCK RISER
• 16" DIAMETER DI BARREL
• 4" DIAMETER DRAW DOWN PIPE AT ELEVATION TO MAINTAIN
PERMANENT POOL ELEVATION AND PROVIDE A 2-4 DAY
DRAW DOWN PERIOD (3" orifice)
V. DESIGN DATA FOR INFLOW HYDROGRAPHS
• ASSUME TYPE II STORM
• 2-YR 1 DAY PERCIPITATION: 3.8 INCHES
• 10-YR 1 DAY PERCIPITATION: 5.8 INCHES
• 25-YR 1 DAY PERCIPITATION: 6.8 INCHES
• 100-YR 1 DAY PERCIPITATION: 8.5 INCHES
• CN: 93 (POST DEVELOPMENT)
• BASIN SLOPE: 0.2 %
• HYDRAULIC LENGTH: 1000 FT
• SHAPE FACTOR: 484
• Tc FACTOR: LAG
VI. PREDEVELOPMENT INFLOW HYDROGRAPH Qp SUMMARY
¦ 1-YR: 8.69 CFS
¦ 10-YR: 29.05 CFS
¦ 25-YR: 39.18 CFS
¦ 100-YR: 55.78 CFS
VII. POST-DEVELOPMENT OUTFLOW HYDROGRAPH Qp SUMMARY
¦ 1-YR: 25.16 CFS
¦ 10-YR: 53.53 CFS
¦ 25-YR: 66.27 CFS
¦ 100-YR 86.50 CFS
Viii. ROUTING PEAK FLOWS
¦ 1-YR: 1.1 CFS
¦ 10-YR: 9.6 CFS
¦ 25-YR: 22.2 CFS
¦ 100-YR 47.1 CFS
Hyd rog ra p h Return Period Recap Hydraflow Hydrographs by Intelisolve v9.1
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
N
o. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25 Yr 50 Yr 100-Yr
1 SCS Runoff 8.694 13.80 29.05 39.18 55.78 PRE-DEV. Q
2 SCS Runoff 25.16 32.95 - - 53.53 66.27 86.50 POST DEV. Q
3 Reservoir 2 1.046 4.198 9.599 22.21 47.11 POST DEVEL. RTE WQP-A
Proj, file: SMITHFIELD BUSINESS PARK WQP-Vgpw.gpw Friday, Apr 23, 2010
Hydrograph Report
2
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
PRE-DEV. Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 20.200 ac
= 0.2%
= LAG
= 2.88 in
= 24 hrs
Friday, Apr 23, 2010
Peak discharge = 8.694 cfs
Time to peak = 762 min
Hyd. volume = 431,191 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 78.0 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
647 0.001 1172 0,633
662 0.010 1187 0.611
677 0.040 1202 0.588
692 0.114 1217 0.566
707 0.409 1232 0.545
722 2.209 1247 0.527
737 4.991 1262 0.514
752 7.795 1277 0.504
767 8.537 1292 0.497
782 7.624 1307 0.492
797 6.325 1322 0.488
812 4.813 1337 0.484
827 3,209 1352 0.480
842 2.184 1367 0.476
857 1.853 1382 0.471
872 1.634 1397 0.467
887 1.474 1412 0.463
902 1.355 1427 0.459
917 1.264 1442 0.454
932 1.191 1457 0.427
947 1.128 1472 0.365
962 1.069 1487 0.269
977 1.011 1502 0.172
992 0.956 1517 0.097
1007 0.908 1532 0.043
1022 0.868 1547 0.011
1037 0.835
1052 0.809 ... End
1067 0.785
1082 0.764
1097 0.743
1112 0.721
1127 0.700
1142 0.678
1157 0.656
(Printed values >= 0.01% of Qp. Print interval =15)
Hydrograph Report
3
HWrafiow Hydrographs by Intelisol ve v9.1
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge =
Storm frequency = 1 yrs Time to peak =
Time interval = 1 min Hyd. volume =
Drainage area = 16.810 ac Curve number =
Basin Slope = 0.2% Hydraulic length =
Tc method = LAG Time of conc. (Tc) =
Total precip. = 2.88 in Distribution =
Storm duration = 24 hrs Shape factor =
Friday, Apr 23, 2010
25.16 cfs
739 min
473,552 cuft
93
1000 ft
43.9 min
Type II
484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
279 0.003 804 3.122 1329 0.563
294 0.012 819 2.643 1344 0.557
309 0.029 834 2.301 1359 0.552
324 0.050 849 2.032 1374 0.546
339 0.073 864 1.818 1389 0.540
354 0.097 879 1.669 1404 0.535
369 0.122 894 1.567 1419 0.529
384 0.147 909 1.485 1434 0.523
399 0.174 924 1.407 1449 0.492
414 0.202 939 1.328 1464 0.343
429 0.230 954 1.249 1479 0.150
444 0.259 969 1.171 1494 0.036
459 0.288 984 1.100
474 0.318 999 1.048 ...End
489 0.349 1014 1.012
504 0.387 1029 0.982
519 0.440 1044 0.954
534 0.509 1059 0.926
549 0.588 1074 0.898
564 0.665 1089 0.870
579 0.726 1104 0.841
594 0.788 1119 0.813
609 0.881 1134 0.784
624 1.017 1149 0.756
639 1.199 1164 0.728
654 1.434 1179 0.699
669 1.744 1194 0.670
684 2.192 1209 0.642
699 3.085 1224 0.617
714 8.234 1239 0.601
729 20.88 1254 0.592
744 23.87 1269 0.585
759 16.22 1284 0.580
774 7.988 1299 0.574
789 3.981 1314 0.569
(Printed values >= 0.01% of Qp. Print interval =1 5)
Hydrograph Report 4
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 1 yrs
= 1 min
= 2 - POST DEV. Q
= 148.07 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
= 1.046 cfs
= 1000 min
= 385,597 cuft
= POND A
= 102,498 cult
Storage Indication method used.
Hydrograph Discharge Table
( Printed values - 0.01 % of Qp. Print interval = 15)
Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAU Outflow
(min) ds ft efs efs efs efs efs efs efs efs ds efs
435 0.241 146.52 0.233 0.001 ----- ----- ---- ----- ----- ----- ----- 0.001
450 0.270 146.52 0.286 0.001 ----- ----- ----- ----- ----- ----- ----- 0.001
465 0.300 146.52 0.346 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002
480 0.330 146.53 0.411 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002
495 0.363 146.53 0.483 0.002 ----- ----- ---- ----- --- ----- ---- 0.002
510 0.406 146.54 0.563 0.003 ----- ----- __- ----- ___ 0.003
525 0.466 146.55 0.653 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003
540 0.540 146.55 0.717 0.004 ----- ----- ----- ---- ----- ----- ----- 0.004
555 0.620 146.56 0.717 0.005 ---- ----- ----- ----- ----- ----- ----- 0.005
570 0.692 146.57 0.717 0.007 ----- ----- ----- ----- ----- ----- ----- 0.007
585 0.749 146.58 0.717 0.009 ----- ---- ----- ----- ----- ----- ---- 0.009
600 0.820 146.59 0.717 0.011 ----- ----- ----- 0.011
615 0.929 146.61 0.717 0.014 ----- ----- ----- ----- ----- ----- ----- 0.014
630 1.084 146.62 0.717 0.017 ----- ----- ----- ----- ----- ----- ----- 0.017
645 1.285 146.64 0.717 0.021 ----- ----- ----- ----- ----- ----- ----- 0.021
660 1.547 146.66 0.717 0.026 ----- ----- ----- ---- ----- ----- ----- 0.026
675 1.901 146.68 0.717 0.031 0.031
690 2.434 146.71 0.717 0.036 ---- ---- ---- w__ _____ ----- 0.036
705 4.171 146.76 0.717 0.038 ____ ----- 0.038
720 13.39 146.87 0.717 0.055 ----- ----- ----- ----- ----- ----- ----- 0.055
735 24.34 147.14 0.717 0.082 ----- ----- ----- ----- ----- ----- ----- 0.082
750 21.01 147.46 0.717 0.106 ----- ----- ----- ----- ----- ----- ----- 0.106
765 12.81 147.69 0.717 0.120 ----- __w --- - _____ ____ _____ _____ 0.120
780 5.483 147.81 0.717 0.126 ----- ----- ---- ----- ---- ---- ---- 0.126
795 3.576 147.87 0.717 0.129 ----- ----- ----- ----- ---- ----- ----- 0.129
810 2.900 147.91 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
825 2.496 147.94 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
840 2.186 147.97 0.717 0.135 ----- ---- ----- ----- ----- ----- ----- 0.135
855 1.939 148.00 0.717 0.136 ---- ----- ----- ----- ----- ----- ----- 0.136
870 1.751 148.02 0.816 0.137 ----- ----- 0.221 ---- --- ----- ----- 0.358
885 1.624 148.03 0.902 0.138 ----- ----- 0.414 ---- ---- ----- ----- 0.552
900 1.533 148.04 0.969 0.138 ----- ----- 0.563 ----- ----- ----- ----- 0.701
915 1.454 148.05 1.021 0.139 ----- ----- 0.678 ----- ----- ----- ----- 0.817
930 1.375 148.06 1.060 0.139 ----- ----- 0.765 ----- ----- ----- ----- 0.904
945 1.297 148.07 1.088 0.139 ----- ----- 0.828 ----- ----- ----- ---- 0.967
960 1.218 148.07 1.107 0.140 ----- ----- 0.870 ----- ---- ----- ----- 1.010
975 1.141 148.07 1.118 0.140 ----- ----- 0.895 ----- ---- ----- ----- 1.034
990 1.077 148.07 1.123 0.140 ----- ----- 0.905 ----- ----- ----- ----- 1.045
1005 1.032 148.07 1.124 0.140 ----- ----- 0.906 ----- ----- ----- ----- 1.046
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
5
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1020 0.999 148.07 1.121 0.140 ----- ----- 0.902 ----- ----- ----- ----- 1.041
1035 0.971 148.07 1.118 0.140 ----- ----- 0.893 ----- ----- ----- ----- 1.033
1050 0.943 148.07 1.113 0.140 ----- ----- 0.882 ----- ----- ----- ----- 1.022
1065 0.915 148.07 1.107 0.140 ----- ----- 0.869 ----- ----- ----- ----- 1.008
1080 0.887 148.07 1.100 0.140 ----- ----- 0.853 ----- ----- ----- ----- 0.992
1095 0.858 148.07 1.092 0.139 ---- ---- 0.835 ---- ----- ----- ----- 0.975
1110 0.830 148.06 1,083 0.139 ----- ----- 0,816 ----- ---- ----- ---- 0.956
1125 0.802 148.06 1.074 0.139 ----- ----- 0.796 ----- ----- ----- ----- 0.935
1140 0.773 148.06 1.064 0.139 ----- ----- 0.774 ___ ____ ___ _____ 0.913
1155 0.745 148.06 1.054 0.139 ----- ----- 0.752 ----- ----- ----- ----- 0.891
1170 0.716 148.06 1.044 0.139 ----- ----- 0.728 ----- ----- ----- ----- 0.867
1185 0.688 148.06 1.033 0.139 ---- ----- 0.704 ----- ----- ----- ---- 0.843
1200 0,659 148.05 1.022 0.139 ----- ----- 0.679 ----- ----- ----- ----- 0.818
1215 0.631 148.05 1.010 0.139 ----- ----- 0.654 ----- ----- ----- ----- 0.793
1230 0.610 148.05 0.999 0.139 ----- ----- 0.629 ---- ---- ----- ---- 0.767
1245 0.597 148.05 0.988 0.139 ----- ----- 0.605 ----- ----- ----- ----- 0.743
1260 0.589 148.05 0.978 0.138 ----- ----- 0.583 ----- ----- ----- ----- 0.721
1275 0.583 148.04 0.969 0.138 ----- ----- 0.563 ----- ---- ----- ----- 0.701
1290 0.578 148.04 0.961 0.138 --- ----- 0.545 ----- ----- ----- ----- 0.684
1305 0.572 148.04 0.954 0.138 ---- ----- 0.529 ----- ----- ----- ----- 0.668
1320 0.566 148.04 0.948 0.138 ----- ----- 0.515 0.653
1335 0.561 148.04 0.942 0.138 ----- ----- 0.502 ----- ----- ----- ----- 0.640
1350 0.555 148.04 0.937 0.138 ----- ----- 0.490 ----- ----- ----- ----- 0.628
1365 0.549 148.04 0.932 0.138 ----- ----- 0.479 0.617
1380 0.544 148.04 0,927 0.138 ----- ---- 0.469 ----- ----- --- ----- 0.607
1395 0.538 148.04 0.923 0.138 -- ----- 0.459 ----- ---- ----- ----- 0.597
1410 0.533 148.04 0.919 0.138 ----- ---- 0.450 ----- ----- ----- ----- 0.588
1425 0.527 148.03 0.915 0.138 ----- ---- 0.442 ----- ----- ----- ----- 0.579
1440 0.521 148.03 0.911 0.138 ----- ----- 0.433 ----- ----- ----- ----- 0.571
1455 0.448 148.03 0.906 0.138 --- --- 0.422 ----- ----- ---- ---- 0.560
1470 0.257 148.03 0.893 0.138 ----- ----- 0.393 --- ----- ----- ----- 0.530
1485 0.095 148.03 0.869 0.138 ----- ----- 0.340 ---- ----- ----- ----- 0.477
1500 0.012 148.02 0.841 0.137 ----- ---- 0.277 ----- ----- ----- ----- 0.414
1515 0.000 148.02 0.814 0.137 ----- ----- 0.217 ----- ----- ----- ----- 0.354
1530 0.000 148.01 0.791 0.137 ----- ----- 0.165 ----- ----- ----- ----- 0.302
1545 0.000 148.01 0.771 0.137 ---- ----- 0.121 ---- ----- -- -- ----- 0,258
1560 0.000 148.01 0.754 0.137 ---- ---- 0.083 ---- ---- --- ----- 0.220
1575 0.000 148.00 0.740 0.136 ---- ----- 0.051 ---- ----- ----- ----- 0.188
1590 0.000 148.00 0.728 0.136 ----- ----- 0.024 ----- ----- ----- ----- 0.160
1605 0.000 148.00 0.717 0.136 ----- ----- 0.001 ----- ----- ----- ----- 0.137
1620 0.000 148.00 0.717 0.136 ----- ----- ----- ----- ----- ----- ---- 0.136
1635 0.000 148.00 0.717 0.136 ----- ----- ----- 0.136
1650 0.000 147.99 0.717 0.136 ----- 0.136
1665 0.000 147.99 0.717 0.136 _-- _____ 0.136
1680 0.000 147.99 0.717 0.136 --- ----- ----- ----- ----- ----- ----- 0.136
1695 0.000 147.99 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1710 0.000 147.99 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1725 0.000 147.99 0.717 0.135 ----- ---- ____ _____ ----- 0.135
1740 0.000 147.98 0.717 0.135 ----- ----- ---- ----- ----- 0.135
1755 0.000 147.98 0.717 0.135 --- ----- ----- ----- ----- ----- ---- 0.135
1770 0.000 147.98 0.717 0.135 ----- ____ _____ _____ _____ 0.135
1785 0.000 147.98 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
L
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1800 0.000 147.98 0.717 0.135 ----- ----- ---- ----- ----- --- -?- 0.135
1815 0.000 147.97 0.717 0.135 ----- ----- ----- ---- ----- -?? ----- 0.135
1830 0.000 147.97 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1845 0.000 147.97 0.717 0.135 ----- ----- ----- ----- ----- ---- ----- 0.135
1860 0.000 147.97 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1875 0.000 147.97 0.717 0.135 ----- ---- ----- --- - _____ 0.135
1890 0.000 147.97 0.717 0.134 0.134
1905 0.000 147.96 0.717 0.134 ----- ---- -- -- ----- ----- ----- ----- 0.134
1920 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
1935 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
1950 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
1965 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ----- ---- ----- 0.134
1980 0.000 147.95 0.717 0.134 ----- ____ 0.134
1995 0.000 147.95 0.717 0.134 ----- ---- ----- ----- ----- --- ----- 0.134
2010 0.000 147.95 0.717 0.134 ----- ----- ----- ----- ---- ----- ----- 0.134
2025 0.000 147.95 0.717 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
2040 0.000 147.95 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2055 0.000 147.95 0.717 0.133 ----- ----- ---_ -___ _____ ____ ----- 0.133
2070 0.000 147.94 0.717 0.133 ___ _____ 0.133
2085 0.000 147.94 0.717 0.133 ----- ---- ----- ----- ----- ----- ----- 0.133
2100 0.000 147.94 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2115 0.000 147.94 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2130 0.000 147.94 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2145 0.000 147.93 0.717 0.133 ----- ----- ---- ----- ----- ----- ----- 0.133
2160 0.000 147.93 0.717 0.133 ----- ----- ----- --_ ----- 0.133
2175 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ---- ----- ----- 0.133
2190 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ---- ----- ----- 0.133
2205 0.000 147.93 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2220 0.000 147.93 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2235 0.000 147.92 0,717 0.132 ----- ---- ----- ----- -- --- ----- 0.132
2250 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0,132
2265 0.000 147.92 0.717 0.132 ----- 0.132
2280 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2295 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2310 0.000 147.91 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2325 0.000 147.91 0.717 0.132 ----- ----- ---- ----- ----- ----- ----- 0.132
2340 0.000 147.91 0.717 0,132 ----- ----- ----- __w ____ _-__ -- - 0.132
2355 0.000 147.91 0.717 0.132 --- ---- ----- ----- ----- ----- ----- 0.132
2370 0.000 147.91 0.717 0.131 ----- -_-_ _____ 0.131
2385 0.000 147.91 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2400 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2415 0.000 147.90 0.717 0.131 ----- ----- ---- ----- ---- ----- ----- 0.131
2430 0,000 147.90 0.717 0.131 ----- ----- 0.131
2445 0.000 147.90 0.717 0.131 ---- ----- ----- ----- ----- ----- ---- 0.131
2460 0.000 147.90 0.717 0.131 ----- ----- --- _____ ----- ____ ----- 0.131
2475 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2490 0.000 147.89 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2505 0.000 147.89 0.717 0.131 ----- ____ --__ _____ _____ ----- 0.131
2520 0.000 147,89 0.717 0.131 ----- ----- ----- _-__ _____ 0.131
2535 0.000 147.89 0.717 0.130 ---- ----- ----- ----- ----- ----- ----- 0.130
2550 0.000 147.89 0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
2565 0.000 147.88 0.717 0.130 ----- ----- ----- ----- ----- -__- ----- 0.130
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
Time Inflow Elevation
(min) cfs It
2580 0.000 147.88
2595 0.000 147.88
2610 0.000 147.88
2625 0.000 147.88
2640 0.000 147.88
2655 0.000 147.87
2670 0.000 147.87
2685 0.000 147.87
2700 0.000 147.87
2715 0.000 147.87
2730 0.000 147.87
2745 0.000 147.86
2760 0.000 147.86
2775 0.000 147.86
2790 0.000 147.86
2805 0.000 147.86
2820 0.000 147.85
2835 0.000 147.85
2850 0.000 147.85
2865 0.000 147.85
2880 0.000 147.85
7
Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfi1 Outflow
cfs cfs cfs cfs cfs cfs cfs as cfs cfs
0.717 0.130 ----- ----- ----- ----- ----- ---- ----- 0.130
0.717 0.130 ----- ---- ----- ----- ----- ----- ----- 0.130
0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ---- ----- ----- ----- 0.129
0.717 0.129 ----- ---- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
0.717 0.129 ----- ---- ----- ----- ----- ---- ----- 0.129
0.717 0.128 ----- ----- 0.128
0.717 0.128 ----- ----- ----- ----- ----- ----- ----- 0.128
0.717 0.128 ----- ----- ----- ----- ----- ----- ----- 0.128
...End
Pond Report $
` Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Pond No. 1 - POND A
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation =146.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 146.50 59,190 0 0
0.50 147.00 64,138 30,821 30,821
1.50 148.00 68,905 66,501 97,321
2.50 149.00 75,482 72,161 169,483
3.50 150.00 78,839 77,147 246,629
4.50 151.00 82,252 80,531 327,161
Culvert / Orifice Structures Weir Structures
[A] IB] [C] [PrfRsr] [A] [B] [C] ID]
Rise (in) = 16,00 3.00 0.00 0,00 Crest Len (ft) = 12.00 20.00 0.00 0.00
Span (in) = 16.00 3.00 0.00 0.00 Crest El. (ft) = 148.00 149.10 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert Ell, (ft) = 146.00 146.50 0.00 0.00 Weir Type = Riser Broad - -
Length (ft) = 50.00 50.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.20 0.20 0,00 n/a
N Value = .013 ,013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multistage = n/a No No No TW Elev. (ft) = 0.00
Note; Culvert/Orifice ou" lows are analyzed under inlet (c) and outlet (oc) control. Weir risers checked for orifice conditions (c) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv C Prfitsr Wr A Wr B Wr C Wr D Exfil User Total
It cult ft cls cfs cfs cfs cis cis cis cis cfs cis cis
0.00 0 146.50 0.00 0.00 - - 0.00 0.00 - - - - 0.00
0.05 3,082 146.55 0.72 oc 0.00 oc - - 0.00 0.00 - - - - 0.00
0.10 6,164 146.60 0.72 oc 0.01100 - - 0.00 0.00 - - - - 0.01
0.15 9,246 146.65 0.72 oc 0.02 oc - - 0.00 0.00 - - - - 0.02
0.20 12,328 146.70 0.72 oc 0.04 oc - - 0.00 0.00 - - - - 0.04
0.25 15,410 146.75 0.72 oc 0.04 oc - - 0.00 0.00 - - - - 0.04
0.30 18,492 146,80 0.72 oc 0.05 oc - - 0.00 0.00 - - - - 0.05
0.35 21,574 146.85 0.72 oc 0.05 oc - - 0.00 0.00 - - - - 0.05
0.40 24,657 146.90 0.72 oc 0.06 oc - - 0.00 0.00 - - - - 0.06
0.45 27,739 146.95 0.72 oc 0.0600 - - 0.00 0.00 - - - - 0.06
0.50 30,821 147.00 0.72 oc 0.07 oc - - 0.00 0.00 - - - - 0.07
0.60 37,471 147.10 0.72 oc 0.0800 - - 0.00 0.00 - - - - 0.08
0.70 44,121 147.20 0.72 oc 0.09 oc - - 0.00 0.00 - - - - 0.09
0.80 50,771 147.30 0.72 oc 0.09 oc - - 0.00 0.00 - - - - 0.09
0.90 57,421 147.40 0.72 oc 0.100C - - 0.00 0.00 - - - - 0.10
1.00 64,071 147,50 0.72 oc 0.11 oc - - 0.00 0.00 - - - - 0.11
1.10 70,721 147.60 0.72 oc 0.11 oc - - 0.00 0.00 - - - - 0.11
1.20 77,371 147.70 0.72 oc 0.12 oc - - 0.00 0.00 - - - - 0.12
1.30 84,021 147.80 0.72 oc 0.13 oc - - 0.00 0.00 - - - - 0.13
1.40 90,671 147.90 0.72 oc 0.13 oc - - 0.00 0.00 - - - - 0.13
1.50 97,321 148.00 0.72 oc 0.14 oc - - 0.00 0.00 - - - - 0.14
1.60 104,537 148.10 1.28 oc 0.14 oc - - 1.26 0.00 - - - - 1.40
1.70 111,754 148.20 3.57 oc 0.15 oc - - 3.57 0.00 - - - - 3.72
1.80 118,970 148.30 6.36 oc 0.15 oc - - 6.36s 0.00 - - - - 6.51
1.90 126,186 148.40 7.17 oc 0.16 oc - - 7.17s 0.00 - - - - 7.33
2.00 133,402 148.50 7.66 oc 0.16 oc - - 7.66s 0.00 - - - - 7.82
2.10 140,618 148.60 8.05 oc 0.16 oc - - 8.05s 0.00 - - - - 8.21
2.20 147,834 148.70 8.39 oc 0.17 oc - - 8.39s 0.00 - - - - 8.55
2.30 155,050 148.80 8.70 oc 0.17 oc - - 8.69s 0.00 - - - - 8.86
2.40 162,266 148.90 8.99 oc 0.18 oc - - 8.99s 0.00 - - - - 9.16
2.50 169,483 149.00 9.27 oc 0.1180c - - 9.26s 0.00 - - - - 9.44
2.60 177,197 149.10 9.54 oc 0.1180c - - 9.54s 0.00 - - - - 9.72
2.70 184,912 149.20 9.80 oc 0.190C - - 9.78s 1.64 - - - - 11.61
2.80 192,627 149.30 10.05 oc 0.19 oc - - 10,02s 4.65 - - - - 14.86
Continues on next page...

POND A
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C
It cult It cfs cis cfs
2.90 200,341 149.40 10.30 oc 0.19 oc --
3.00 208,056 149.50 10.53 oc 0.20 oc -
3.10 215,771 149.60 10,77 oc 0.20 oc -
3.20 223,485 149.70 10.99 oc 0.20 oc -
3.30 231,200 149.80 11.22 oc 0.21 oc -
3.40 238,915 149.90 11.43 oc 0.21 oc -
3.50 246,629 150.00 11.65 oc 0.21 oc -
3.60 254,682 150.10 11.86 oc 0.22 oc -
3.70 262,736 150.20 12.06 oc 0.22 oc -
3.80 270,789 150.30 12.27 oc 0.22 oc -
3.90 278,842 150.40 12.46 oc 0.23 oc -
4.00 286,895 150.50 12.66 oc 0.23 oc -
4.10 294,948 150.60 12.85 oc 0.23 oc -
4.20 303,001 150.70 13.04 oc 0.24 oc -
4.30 311,055 150.80 13.23 oc 0.24 oc -
4.40 319,108 150.90 13.41 oc 0.24 oc -
4.50 327,161 151.00 13.60 oc 0.24 oc -
...End
PrfRsr Wr A Wr B Wr C
cfs cis cis cis
-- 10.26s 8.55 -
- 10.48s 13.16 -
- 10.76s 18.39 -
- 10.95s 24.17 -
- 11.19s 30.46 -
- 11.36s 37.21 -
- 11.58s 44.40 -
- 11.82s 52.00 -
- 12.00s 59.99 -
- 12.10s 68.36 -
- 12.32s 77.08 -
- 12.48s 86.14 -
- 12.81s 95.53 -
- 12,88s 105.24 -
- 13.15s 115.26 -
- 13.37s 125.58 -
- 13.38s 136.19 -
9
Wr D Exfil User Total
cfs cis cfs cfs
- - - 19.00
23.83
- - Mn
- - - 35.32
- - 41.86
- - 48.78
- 56.19
- 72.22
- 89.62
- 108.58
- - - 118.36
- - - 128.65
- - - 139.19
149.82
Hy4rograph Report
10
Hydraflow Hydrographs by IntelisoW v9.1
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 20.200 ac
Basin Slope = 0.2%
Tc method = LAG
Total precip. = 5.52 in
Storm duration = 24 hrs
Friday, Apr 23, 2010
Peak discharge = 29.05 cfs
Time to peak = 760 min
Hyd. volume = 431,191 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 78.0 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
472 0.003 997 2.373
487 0.012 1012 2.252
502 0.032 1027 2.153
517 0.065 1042 2.073
532 0.112 1057 2.005
547 0.175 1072 1.945
562 0.252 1087 1.889
577 0.338 1102 1.833
592 0.432 1117 1.776
607 0.538 1132 1.719
622 0.667 1147 1.662
637 0.831 1162 1.605
652 1.045 1177 1.547
667 1.332 1192 1.490
682 1.735 1207 1.432
697 2.372 1222 1.376
712 4.846 1237 1.325
727 12.80 1252 1.284
742 21.81 1267 1.253
757 28.70 1282 1.230
772 26.90 1297 1.214
787 22.66 1312 1.201
802 17.64 1327 1.190
817 12.28 1342 1.179
832 7.356 1357 1.168
847 5.425 1372 1.156
862 4.630 1387 1.145
877 4.096 1402 1.134
892 3.699 1417 1.123
907 3.404 1432 1.112
922 3.175 1447 1.090
937 2.987 1462 0.994
952 2.822 1477 0.816
967 2.666 1492 0.567
982 2.514 1507 0.350
(Printed values >= 0.01% of 0p. Print interval =16)
Time -- Outflow
(min cfs)
1522 0,186
1537 0.073
1552 0.012
... End
Hydrograph Report
11
HWraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POST DEV. Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1 min
= 16.810 ac
= 0.2%
= LAG
= 5.52 in
= 24 hrs
Friday, Apr 23, 2010
Peak discharge = 53.53 cfs
Time to peak = 739 min
Hyd. volume = 473,552 cuft
Curve number = 93
Hydraulic length = 1000 ft
Time of conc. (Tc) = 43.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
166 0,006 691 6.092 1216 1.251
181 0.028 706 10.47 1231 1.209
196 0.069 721 31.52 1246 1.183
211 0.118 736 52.76 1261 1.168
226 0.169 751 43.15 1276 1.157
241 0.220 766 25.35 1291 1.145
256 0.271 781 10.49 1306 1.134
271 0.323 796 7.100 1321 1.123
286 0.378 811 5.778 1336 1.111
301 0.435 826 4.975 1351 1.100
316 0.494 841 4.356 1366 1.089
331 0.554 856 3.861 1381 1.077
346 0.615 871 3.490 1396 1.066
361 0.678 886 3.240 1411 1.054
376 0.740 901 3.057 1426 1.043
391 0.804 916 2.898 1441 1.031
406 0.868 931 2.739 1456 0.868
421 0.932 946 2.580 1471 0.483
436 0.997 961 2.421 1486 0.173
451 1.062 976 2.268 1501 0.019
466 1.127 991 2.142
481 1.192 1006 2.054 ...End
496 1.264 1021 1.989
511 1.370 1036 1.931
526 1.524 1051 1.875
541 1.714 1066 1.818
556 1.911 1081 1.761
571 2.069 1096 1.704
586 2.185 1111 1.647
601 2.339 1126 1.590
616 2.594 1141 1.533
631 2.961 1156 1.476
646 3.435 1171 1.419
661 4.045 1186 1.362
676 4.864 1201 1.305
(Printed values >= 0,01% of Qp. Print interval =15)
Hyd%
rograph Report 12
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 10 yrs
= 1 min
= 2 - POST DEV. Q
= 149.06 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
= 9.599 cfs
= 783 min
= 385,597 cult
= POND A
= 173,847 cuft
Storage Indication method used.
Hydrograph Discharge Table
(Printed values - 0.01% of Qp. Print interval = 15)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ExfiI Outflow
(min) cfs ft cfs cfs ds cfs cfs cfs cfs cfs cfs cfs
270 0.320 146.51 0.213 0.001 ---- ----- _?_ ____ ----- --- - --___ 0.001
285 0.374 146.52 0.285 0.001 ----- ----- ----- ----- ----- ----- ----- 0.001
300 0.431 146.53 0.369 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002
315 0.490 146.53 0.465 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002
330 0.550 146.54 0.573 0.003 ----- ----- ----- ----- ----- ----- ---- 0.003
345 0,611 146.55 0.694 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003
360 0.673 146.56 0.717 0.005 ----- ----- ---- ----- ----- ---- ----- 0.005
375 0.736 146.57 0.717 0.007 0.007
390 0.800 146.58 0.717 0.009 ----- ----- ----- ----- ----- ----- ----- 0.009
405 0.864 146.59 0.717 0.011 ----- ----- ----- ----- ----- ----- ----- 0.011
420 0.928 146.60 0.717 0.014 ----- ----- ----- ____ ----- ____ ____ 0.014
435 0.993 146.62 0.717 0,017 ----- ----- ----- ----- ----- ----- ----- 0.017
450 1.058 146.63 0.717 0.020 ----- ----- ----- ----- ----- ----- ----- 0.020
465 1.123 146.65 0.717 0.024 ----- 0.024
480 1.188 146.66 0.717 0.028 ----- ----- ----- ----- ----- ----- ----- 0.028
495 1.258 146.68 0.717 0.032 ----- ----- ----- ----- ----- ----- ----- 0.032
510 1.361 146.70 0.717 0.036 ---- ----- ----- ---_ ____ _____ 0,036
525 1,513 146.72 0.717 0.036 0.036
540 1.700 146.74 0.717 0.037 --- ---- ----- ----- ----- ----- ----- 0.037
555 1.899 146.77 0.717 0.040 0.040
570 2.061 146.80 0.717 0.045 ----- ----- ----- ----- ----- _____ _____ 0.045
585 2.177 146.83 0.717 0.049 ----- ----- ----- ----- ----- ----- ----- 0,049
600 2.326 146.86 0.717 0.054 ----- ---- ----- ----- ----- ----- 0.054
615 2.573 146.90 0.717 0.058 ----- ----- ---- ----- ----- 0.058
630 2.933 146.93 0.717 0.062 ----- ----- --- ----- ----- ----- ----- 0.062
645 3.400 146.98 0.717 0.067 ---- ----- ----- ----- ----- ----- ----- 0.067
660 3.999 147.03 0.717 0.072 ----- ----- ----- ----- ----- ----- ----- 0.072
675 4.799 147.09 0.717 0.078 ----- ----- ----- ----- ----- ----- ----- 0.078
690 5.992 147.16 0.717 0.084 ---- ----- ----- ---- ----- ----- ----- 0.084
705 9.877 147.26 0.717 0,091 ----- ----- ----- ----- ---- ----- ----- 0.091
720 29.63 147.50 0.717 0.108 -- -- ----- 0.108
735 52.10 148.06 1.061 0.139 ----- ----- 0.766 ----- ----- ----- ----- 0.905
750 44.26 148.62 8.109 0.164 ----- ----- 8.103 ----- ----- ----- ----- 8.268
765 26.56 148.95 9.134 0.178 ----- ----- 9.122 ----- ----- ----- ----- 9.300
780 11.13 149.06 9.421 0.182 ----- ----- 9.413 ---- ----- ----- ---- 9.594
795 7.220 149.04 9.389 0.181 ----- ----- 9.379 ----- ----- ----- ----- 9.560
810 5.843 149.01 9.294 0.180 --- ----- 9.278 ----- ----- ----- ----- 9.458
825 5.021 148.96 9.157 0.178 ----- ----- 9.145 ----- ----- ----- ----- 9.323
840 4.393 148.90 8.999 0.176 ----- ----- 8.991 ----- ----- ----- ----- 9.167
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
13
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Ell Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
855 3.891 148.84 8.819 0.173 ----- ----- 8.807 ----- ----- ??- ----- 8.981
870 3.510 148.78 8.624 0.171 ----- ----- 8.613 ----- ----- ----- ----- 8.784
885 3.254 148.71 8.418 0.168 ----- ----- 8.414 ----- ----- ----- ----- 8.582
900 3.068 148.64 8.196 0.165 ----- ----- 8.191 ----- ----- ----- ----- 8.356
915 2.908 148.58 7.962 0.163 ----- ----- 7.957 ----- ----- ----- ----- 8.120
930 2.750 148.51 7.712 0.160 ----- ----- 7.709 ---- ----- ----- ----- 7.869
945 2.591 148.45 7.416 0.157 ----- ----- 7.415 ----- ---- ----- ----- 7.572
960 2.432 148.39 7.079 0.155 ----- ----- 7.078 ---- ----- ----- ----- 7.232
975 2.277 148.33 6.606 0.152 ----- ----- 6.605 ---- ----- ----- ---- 6.757
990 2.149 148.28 5.740 0.150 ----- ----- 5.740 ----- ----- ----- ----- 5.889
1005 2.059 148.24 4.629 0.148 ----- ----- 4.629 ----- -- -- ----- ----- 4.777
1020 1.992 148.21 3.822 0.146 ----- ----- 3.822 ---- ----- ----- ----- 3.968
1035 1.935 148.19 3.289 0.145 ----- ---- 3.286 ----- ----- ----- ----- 3.432
1050 1.879 148.17 2.911 0.145 ----- ----- 2.905 ---- ----- 3.049
1065 1.822 148.16 2.612 0.144 ----- ----- 2.604 ----- ----- ----- ----- 2.748
1080 1.765 148.15 2.376 0.143 ----- ----- 2.365 ----- ----- ----- ----- 2.508
1095 1.708 148.14 2.184 0.143 ----- ----- 2.171 ----- ----- ----- ----- 2.314
1110 1.651 148.13 2.026 0.143 ----- ----- 2.012 ----- ----_ __? __? 2.155
1125 1.594 148.13 1.894 0.142 ----- ----- 1.879 ----- ----- ----- ____ 2.021
1140 1.537 148.12 1.780 0.142 1.764 1.906
1155 1.480 148.12 1.681 0.142 ----- ----- 1.664 ----- ____ 1.806
1170 1.423 148.11 1.593 0.142 ----- ----- 1.575 ----- ----- ----- ----- 1.717
1185 1.366 148.11 1.513 0.142 ----- ----- 1.494 ----- ----- ----- ----- 1.636
1200 1.309 148.11 1.438 0.141 ----- ----- 1.419 ____ _____ 1.561
1215 1.254 148.10 1.368 0.141 ----- ----- 1.349 ----- ---- ----- ---- 1.490
1230 1.211 148.10 1.304 0.141 ----- ----- 1.284 ----- ----- ----- ----- 1.425
1245 1.184 148.10 1.275 0.141 ----- ---- 1.243 ---- ----- ----- ----- 1.384
1260 1.169 148.10 1.261 0.141 ----- ----- 1.212 ----- ----- ----- ----- 1.353
1275 1.157 148.09 1.248 0.141 ----- ----- 1.185 ----- ----- ----- ----- 1.325
1290 1.146 148.09 1.237 0.141 ----- ---- 1.159 ----- ----- ----- ----- 1.300
1305 1.135 148.09 1.227 0.141 ----- ----- 1.136 ----- ----- ----- ----- 1.277
1320 1.123 148.09 1.217 0.141 ----- ---- 1.114 1.255
1335 1.112 148.09 1.208 0.140 ----- ----- 1.094 ----- ----- ----- ----- 1.235
1350 1.101 148.09 1.200 0.140 ----- ----- 1.076 ----- ----- ----- ----- 1.216
1365 1.089 148.08 1.192 0.140 ----- ----- 1.058 ----- ---- ----- ----- 1.198
1380 1.078 148.08 1.184 0.140 ----- ----- 1.041 -- ----- ----- ----- 1.181
1395 1.067 148.08 1.177 0.140 --- ----- 1.025 ----- ----- ----- ----- 1.165
1410 1.055 148.08 1.170 0.140 ----- ----- 1.010 ----- ----- ----- ---- 1.150
1425 1.044 148.08 1.164 0.140 ----- ---- 0.995 ----- 1.135
1440 1.032 148.08 1.157 0.140 ----- ----- 0.981 ----- ----- ----- ----- 1.121
1455 0.887 148.08 1.148 0.140 ----- ----- 0.960 ----- ----- ----- ----- 1.100
1470 0.509 148.07 1.122 0.140 ----- --- 0.903 ----- ----- ----- ----- 1.043
1485 0.189 148.06 1.076 0.139 ----- ----- 0.799 ----- _-_ 0.938
1500 0.025 148.05 1.020 0.139 ----- ----- 0.676 --- ---- ----- ----- 0.815
1515 0.000 148.04 0.967 0.138 ----- ----- 0.558 ----- ----- ----- ----- 0.696
1530 0.000 148.04 0.922 0.138 ----- ----- 0.456 ----- ----- ----- ----- 0.594
1545 0.000 148.03 0.883 0.138 ----- ----- 0.369 ----- ----- ----- ----- 0.507
1560 0.000 148.02 0.849 0.137 ----- ----- 0.296 --- ----- ----- ----- 0.433
1575 0.000 148.02 0.821 0.137 ----- ----- 0.233 ----- ----- ----- ----- 0.370
1590 0.000 148.01 0.797 0.137 ----- ----- 0.179 ----- ----- ----- ----- 0.315
1605 0.000 148.01 0.776 0.137 ----- ----- 0.133 ----- ----- ----- ----- 0.269
1620 0.000 148.01 0.759 0.137 ----- ----- 0.093 ----- ----- ----- ----- 0.230
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
14
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1635 0.000 148.00 0.744 0.136 ----- ----- 0.060 ----- ---- ----- ----- 0.196
1650 0.000 148.00 0.731 0.136 ----- ---- 0.031 ---- ---- ----- ---- 0.168
1665 0.000 148.00 0.720 0.136 ----- ----- 0.007 ----- ----- ----- ----- 0.143
1680 0.000 148.00 0.717 0.136 ----- ----- ----- ---- ----- ----- ----- 0.136
1695 0.000 148.00 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1710 0.000 148.00 0.717 0.136 ----- ----- ----- ----- ---- ----- ----- 0.136
1725 0.000 147.99 0.717 0.136 ---- _____ _____ 0.136
1740 0.000 147.99 0.717 0.136 ___ _____ _____ 0.136
1755 0.000 147.99 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1770 0.000 147.99 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1785 0.000 147.99 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1800 0.000 147.98 0.717 0.135 ----- ____ _____ 0.135
1815 0.000 147.98 0.717 0.135 --___ _____ _____ 0.135
1830 0.000 147.98 0.717 0.135 ----- ----- ----- ----- ---- ----- --- 0.135
1845 0.000 147.98 0.717 0.135 ----- ----- ____ ____ _____ 0.135
1860 0.000 147.98 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1875 0.000 147.97 0.717 0.135 ----- ----- ____ _____ 0.135
1890 0.000 147.97 0.717 0.135 ----- ----- ---- ----- ---- ----- ---- 0.135
1905 0.000 147.97 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1920 0.000 147.97 0.717 0.135 ---- --- ----- --- ---- ----- -- 0.135
1935 0.000 147.97 0.717 0.135 0.135
1950 0.000 147.97 0.717 0.134 ----- ----- ---- ----- ----- ----- ----- 0.134
1965 0.000 147.96 0.717 0.134 ----- ----- ----- ---- ----- ----- ----- 0.134
1980 0.000 147.96 0.717 0.134 ----- ----- ----- ____ --- _____ -_ 0.134
1995 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ----- ---- ----- 0.134
2010 0.000 147.96 0.717 0.134 0.134
2025 0.000 147.96 0.717 0.134 0.134
2040 0.000 147.95 0.717 0.134 ----- ----- ----- ---- ----- ----- ----- 0.134
2055 0.000 147.95 0.717 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
2070 0.000 147.95 0.717 0.134 -- - _____ ----- 0.134
2085 0.000 147.95 0.717 0.134 ----- ----- 0.134
2100 0.000 147.95 0.717 0.134 ----- ---- ----- ---- --- ----- ----- 0.134
2115 0.000 147.95 0.717 0.133 0.133
2130 0.000 147.94 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2145 0.000 147.94 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2160 0.000 147.94 0.717 0.133 ----- ----- ---- _____ 0.133
2175 0.000 147.94 0.717 0.133 ----- ----- ---- ----- ----- ----- ----- 0.133
2190 0.000 147.94 0.717 0.133 -- ----- ----- ----- ___ __? __w 0.133
2205 0.000 147.94 0.717 0.133 ---- ----- --- __? _? ___ _____ 0.133
2220 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2235 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2250 0.000 147.93 0.717 0.133 _____ _____ _____ _____ 0.133
2265 0.000 147.93 0.717 0.132 ---- ----- ----- ----- ----- ----- ----- 0.132
2280 0.000 147.93 0.717 0.132 ----- ----- -- ----- ----- ___ __? 0.132
2295 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ---- ----- ---- 0.132
2310 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2325 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ---- ---- ----- 0.132
2340 0.000 147.92 0.717 0.132 ----- _____ _____ 0.132
2355 0.000 147.92 0.717 0.132 0.132
2370 0.000 147.92 0.717 0.132 ----- ----- 0.132
2385 0.000 147.91 0.717 0.132 ----- ----- ----- ----- ---- ----- ----- 0.132
2400 0.000 147.91 0.717 0.132 ----- ----- ----- ---- ----- ----- ----- 0.132
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
15
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Ell Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2415 0,000 147.91 0,717 0.132 ----- ----- ----- ----- ----- ----- ---- 0.132
2430 0.000 147.91 0.717 0.131 ----- ----- ----- ___ ____ _? ____ 0.131
2445 0.000 147.91 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2460 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2475 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2490 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2505 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2520 0.000 147.90 0.717 0.131 0.131
2535 0.000 147.90 0.717 0.131 ----- ----- ----- ---- ----- ----- ----- 0.131
2550 0.000 147.89 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2565 0.000 147.89 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2580 0.000 147.89 0.717 0.131 ----- ----- ----- ---- ----- ----- ----- 0.131
2595 0.000 147.89 0,717 0.130 ----- ----- ----- ---- ----- ----- ----- 0.130
2610 0.000 147.89 0.717 0.130 - ----- -- ---- ----- ----- ----- 0.130
2625 0.000 147.89 0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
2640 0.000 147.88 0.717 0.130 ----- ----- ----- ___M _____ _____ 0.130
2655 0.000 147.88 0.717 0.130 ----- ----- _____ 0,130
2670 0.000 147.88 0.717 0.130 0,130
2685 0.000 147.88 0.717 0.130 _w_ 0.130
2700 0.000 147.88 0.717 0.130 ----- ----- ----- -- -- ----- ----- 0.130
2715 0.000 147.87 0.717 0.130 ---- ----- ----- ---- ----- ----- ----- 0.130
2730 0.000 147.87 0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
2745 0.000 147.87 0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
2760 0.000 147.87 0,717 0.129 ---- ____ 0.129
2775 0.000 147.87 0,717 0,129 ----- ----- -- ----- ----- ----- ----- 0.129
2790 0.000 147.87 0.717 0.129 ----- ---- ----- ---- ---- ----- -- 0.129
2805 0.000 147.86 0.717 0.129 ----- ----- ----- --- ---- ----- 0.129
2820 0.000 147.86 0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
2835 0.000 147.86 0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
2850 0.000 147.86 0.717 0.129 ----- ---_ ___ M__ _- _____ __- 0.129
2865 0,000 147.86 0.717 0.129 ----- ----- 0.129
2880 0.000 147.86 0.717 0.129 ----- ----- -- -___ ___ 0.129
...End
Hydrograph Report
16
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 39.18 cfs
Storm frequency = 25 yrs Time to peak = 760 min
Time interval = 1 min Hyd. volume = 431,191 cuft
Drainage area = 20.200 ac Curve number = 77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 78.0 min
Total precip. = 6.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow
(min cfs) (min cfs) (min cfs)
415 0.004 940 3.780 1465 1.224
430 0.016 955 3.571 1480 0.976
445 0.041 970 3.370 1495 0.659
460 0.078 985 3.175 1510 0.397
475 0.127 1000 2.998 1525 0.202
490 0.184 1015 2.848 1540 0.072
505 0.249 1030 2.726 1555 0.008
520 0.325 1045 2.626
535 0.415 1060 2.541 ...End
550 0.523 1075 2.466
565 0.647 1090 2.393
580 0.780 1105 2.321
595 0.921 1120 2.248
610 1.078 1135 2.175
625 1.273 1150 2.101
640 1.524 1165 2.028
655 1.855 1180 1.954
670 2.298 1195 1.880
685 2.924 1210 1.806
700 4.023 1225 1.735
715 8.822 1240 1.673
730 20.24 1255 1.622
745 32.14 1270 1.585
760 39.18 << 1285 1.558
775 35.02 1300 1.538
790 28.88 1315 1.522
805 21.92 1330 1.508
820 14.65 1345 1.493
835 8.594 1360 1.479
850 6.743 1375 1.464
865 5.797 1390 1,450
880 5.146 1405 1.436
895 4.662 1420 1.421
910 4.300 1435 1.407
925 4.016 1450 1.366
(Printed values >= 0.01% of Qp. Print interval =15)
17
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 66.27 cfs
Storm frequency = 25 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 473,552 cult
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.9 min
Total precip. = 6.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
141 0.007 666 5.492 1191 1.644
156 0.036 681 6.650 1206 1.574
171 0.090 696 8.592 1221 1.511
186 0.157 711 18.48 1236 1.467
201 0.226 726 50.30 1251 1.440
216 0.295 741 65.41 1266 1.424
231 0.362 756 46.20 1281 1.410
246 0.427 771 24.06 1296 1.396
261 0.493 786 10.52 1311 1.383
276 0.562 801 8.053 1326 1.369
291 0.634 816 6.720 1341 1.355
306 0.709 831 5.824 1356 1.341
321 0.785 846 5.122 1371 1.327
336 0.862 861 4.561 1386 1.313
351 0.940 876 4.161 1401 1.299
366 1.018 891 3.888 1416 1.285
381 1.097 906 3.679 1431 1.271
396 1.176 921 3.485 1446 1.228
411 1.255 936 3.290 1461 0.927
426 1.335 951 3.095 1476 0.443
441 1.414 966 2.900 1491 0.128
456 1.493 981 2.720
471 1.572 996 2.582 ...End
486 1.651 1011 2.486
501 1.749 1026 2.411
516 1.904 1041 2.341
531 2.118 1056 2.272
546 2.367 1071 2.202
561 2.606 1086 2.132
576 2.776 1101 2.063
591 2.917 1116 1.993
606 3.144 1131 1.923
621 3.510 1146 1.853
636 4.016 1161 1.783
651 4.659 1176 1.714
(Printed values - 0.01% of Qp. Print interval =16)
Hydrograph Report 18
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 25 yrs
= 1 min
= 2 - POST DEV. Q
= 149.47 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
= 22.21 ds
= 772 min
= 385,597 cult
= POND A
= 205,460 cuft
storage indication method used.
Hydrograph Discharge Table
(Printed values - 0.01% of QP. Print interval =15)
Time Inflow Elevation Clv A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D EAl Outflow
(min) ds ft ds ds ds cfs ds ds ds cfs ds cfs
285 0.605 146.54 0.567 0.003 ----- ----- ----- ---- ----- ----- ----- 0.003
300 0.678 146.55 0.701 0.003 ---- ----- ----- ----- ----- ----- ----- 0.003
315 0.754 146.56 0.717 0.005 ----- ----- ----- ----- ----- ----- ----- 0.005
330 0.831 146.57 0.717 0.007 ----- ----- ----- ---- ----- ----- ----- 0.007
345 0.909 146.58 0.717 0.010 _- _____ 0.010
360 0.987 146.60 0.717 0.012 0.012
375 1.065 146.61 0.717 0.016 ----- ----- ----- ----- ----- --- ---- 0.016
390 1.144 146.63 0.717 0.019 0.019
405 1.224 146.64 0.717 0.023 ----- ----- ----- ----- ----- ----- ----- 0.023
420 1.303 146.66 0.717 0.027 ----- ----- ----- ----- ----- ----- ----- 0.027
435 1.382 146.68 0.717 0.032 --- ----- ----- ----- ----- ---- ----- 0.032
450 1.461 146.70 0.717 0.036 ----- ----- ----- ----_ ?__ ?_ _____ 0.036
465 1.540 146.72 0.717 0.036 ---_ _-_ ___ _____ _____ 0.036
480 1.619 146.75 0.717 0.037 ----- ----- ----- ----- ----- ----- ----- 0.037
495 1.705 146.77 0.717 0.040 ____ ____ ____ _____ 0.040
510 1.834 146.79 0.717 0.045 ----- ----- ----- ----- ----- ----- ----- 0.045
525 2.027 146.82 0.717 0.049 ----- ----- ----- ____ ___ ___? _____ 0.049
540 2.265 146.85 0.717 0.053 ---- ----- ----- ----- ---- ----- ---- 0.053
555 2.516 146.89 0.717 0.057 0.057
570 2.717 146.92 0.717 0.061 __-_ _____ _____ 0.061
585 2.857 146.96 0.717 0.066 ----- ----- ----- ----- ---- ----- ----- 0.066
600 3.038 147.01 0.717 0.070 ----- ----- _____ _____ _____ 0.070
615 3.346 147.05 0.717 0.074 ---- ----- ----- --- ----- ----- ----- 0.074
630 3.798 147.10 0.717 0.078 ----- ----- ---- ----- ----- ----- ----- 0.078
645 4.383 147.15 0.717 0.083 -- ---- ----- ----- ----- ----- ----- 0.083
660 5.132 147.21 0.717 0.088 ----- ---- ---- ---- ----- ----- ----- 0.088
675 6.130 147.29 0.717 0.093 ----- ----- ----- ----- ----- ----- ----- 0.093
690 7.618 147.38 0.717 0.100 ----- ----- ----- ----- ----- ----- ----- 0.100
705 12.47 147.50 0.717 0.108 0.108
720 36.93 147.80 0.717 0.126 ----- ----- ---- ----- ----- ----- ----- 0.126
735 64.55 148.44 7.357 0.157 -- ---- 7.356 7.513
750 54.68 149.10 9.546 0.184 ---- ----- 9.543 0.027 ----- ----- ---- 9.754
765 32.72 149.43 10.38 0.196 ----- ----- 10.34 10.11 ----- ----- ----- 20.64
780 13.67 149.44 10.40 0.196 ----- ----- 10.35 10.47 ----- ----- ----- 21.02
795 8.857 149.35 10.16 0.192 --- ---- 10.13 6.404 ----- ----- ---- 16.72
810 7.165 149.26 9.957 0.189 ----- ----- 9.928 3.511 ---- ----- ----- 13.63
825 6.156 149.19 9.785 0.187 ----- ---- 9.767 1.542 ----- ----- ----- 11.50
840 5.384 149.13 9.629 0.185 ----- ----- 9.621 0.551 ----- ----- ----- 10.36
855 4.769 149.08 9.481 0.183 ----- ----- 9.475 ----- ----- ----- ----- 9.658
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
19
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
870 4.302 149.02 9.323 0.180 ----- ----- 9.309 ----- ----- ----- ----- 9.489
885 3.987 148.95 9.145 0.178 ----- ---- 9.132 ----- ----- ----- ----- 9.310
900 3.759 148.89 8.957 0.175 ----- ---- 8.948 ---- ----- ----- ----- 9.124
915 3.563 148.82 8.761 0.173 ----- ----- 8.749 ----- ----- ----- ----- 8.921
930 3.368 148.75 8.557 0.170 ----- ----- 8.548 ----- ----- ----- ----- 8.718
945 3.173 148.69 8,345 0.167 ----- ----- 8.342 ---- ----- ----- ----- 8.509
960 2.978 148.62 8.120 0.165 ----- ----- 8.115 ----- ----- ----- ----- 8,280
975 2.789 148.55 7.875 0.162 ---- ----- 7.871 ---- ----- ----- ----- 8.032
990 2.632 148.49 7.613 0.159 ----- ----- 7.611 ----- ----- ----- ----- 7.770
1005 2.521 148.43 7.305 0.156 ----- ----- 7.304 ----- ----- ----- ----- 7.460
1020 2.439 148.37 6.904 0.154 ----- ----- 6.903 ----- ----- ----- ----- 7.056
1035 2.369 148.31 6.453 0.151 ----- ----- 6.452 ----- ----- ----- ----- 6.603
1050 2.300 148.26 5.372 0.149 ----- ----- 5.372 ----- ----- ----- ---- 5.520
1065 2.230 148.23 4.417 0.147 - ----- 4.417 ----- ----- ----- ----- 4.564
1080 2.160 148.21 3.722 0.146 ---- ----- 3.722 ----- ----- ----- ----- 3.868
1095 2.091 148.19 3.269 0.145 ----- ----- 3.266 ----- ----- ----- ----- 3.411
1110 2.021 148.17 2.932 0.145 ----- ----- 2.926 ----- ----- ----- ----- 3.071
1125 1.951 148,16 2.662 0.144 ----- ----- 2.654 2,798
1140 1.881 148.15 2,443 0,144 ----- ----- 2.433 ----- ----- ----- ----- 2,577
1155 1.811 148.14 2.262 0.143 --- ----- 2.250 ----- --- ----- ---- 2.393
1170 1.742 148.14 2.108 0.143 ----- ----- 2.095 ----- ----- ----- ----- 2.238
1185 1.672 148.13 1.976 0.143 ----- ----- 1.961 ----- ----- ----- ----- 2.104
1200 1.602 148.13 1.859 0.142 ----- ----- 1.844 ----- ----- ----- ---- 1,987
1215 1.535 148.12 1.755 0.142 ---- ----- 1.739 ----- ----- ---- ---- 1.881
1230 1.482 148.12 1.662 0.142 ----- ----- 1.645 ----- ----- ----- ----- 1,787
1245 1.449 148.11 1.581 0.142 ----- ----- 1.564 ----- ----- ____ ?? 1,706
1260 1.430 148.11 1.515 0.142 --- ----- 1.497 ___- ----- 1.639
1275 1.416 148.11 1.462 0.142 ----- ----- 1.443 ----- ----- ----- ----- 1.584
1290 1.402 148.11 1.418 0.141 ----- ----- 1.399 ----- ----- ----- ----- 1.540
1305 1.388 148.10 1.382 0.141 ----- --- 1.362 ----- ----- ---- ----- 1.504
1320 1.374 148.10 1.351 0.141 ----- ----- 1.332 ----- ----- ---- ----- 1,473
1335 1.360 148.10 1.325 0.141 ----- -- 1.305 1.446
1350 1.346 148.10 1.302 0.141 ----- --- 1.282 ----- ----- ----- ----- 1.423
1365 1.332 148.10 1.283 0.141 ----- ----- 1.262 ----- ----- ---- ----- 1.403
1380 1.319 148.10 1.278 0.141 ---- ---- 1.251 ----- ----- ----- ----- 1.392
1395 1.305 148.10 1.273 0.141 ----- ---- 1.239 1.380
1410 1.291 148.10 1.268 0.141 ----- ----- 1.227 ----- ----- ----- ----- 1,368
1425 1.277 148.10 1.262 0.141 ----- ----- 1.215 ----- ----- ----- ----- 1.356
1440 1.263 148.10 1.256 0.141 ----- ---- 1.202 ----- ----- ----- ----- 1.343
1455 1.084 148.09 1.247 0.141 ----- ----- 1.181 ----- ----- ----- ----- 1.322
1470 0.622 148.09 1.217 0.141 ----- ----- 1.114 ----- ----- ----- ----- 1.255
1485 0.231 148.08 1.161 0.140 ----- ----- 0.990 ---- ---- -- ----- 1.130
1500 0.030 148.07 1.095 0.139 ---- ----- 0.842 ----- ---- - ----- 0.981
1515 0.000 148.06 1.031 0.139 ----- ----- 0.700 ----- ___ ----- 0.838
1530 0.000 148.05 0.976 0.138 ----- ----- 0.577 ----- ----- ----- ----- 0.716
1545 0.000 148.04 0.929 0.138 ----- ----- 0.473 ----- ----- ----- ----- 0.611
1560 0.000 148.03 0.889 0.138 ----- ----- 0.384 ----- ----- ----- ----- 0.522
1575 0.000 148.02 0.855 0.137 ----- ----- 0.308 ---- ----- ----- ----- 0.445
1590 0.000 148.02 0.826 0.137 ----- ----- 0.243 ---- ----- ----- ----- 0.380
1605 0.000 148.01 0.801 0.137 ----- -- 0.187 ----- --- ----- ----- 0.324
1620 0.000 148.01 0.780 0.137 ---- ----- 0.140 ----- ----- 0.277
1635 0.000 148.01 0.762 0.137 ----- ----- 0.100 ----- ----- ----- ----- 0.236
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
20
Time Inflow Elevation CIV A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAR Outflow
(min) cfs ft cfs cfs ds cfs cfs cfs cfs cfs cfs cfs
1650 0,000 148.01 0.746 0.136 ----- ----- 0.065 ----- ---- ----- ----- 0.202
1665 0.000 148.00 0.733 0.136 ---- ----- 0.036 ----- ----- ----- ----- 0.172
1680 0.000 148.00 0.722 0.136 ----- ----- 0.011 ----- ----- ---- ----- 0.147
1695 0.000 148.00 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1710 0.000 148.00 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1725 0.000 148.00 0.717 0.136 ----- ----- ----- ----- ----- ----- ---- 0.136
1740 0.000 147.99 0.717 0,136 ----- ----- ----- ----_ ____ _? ____ 0.136
1755 0.000 147.99 0.717 0.136 ----- ----- ----- ---- ----- ----- ----- 0.136
1770 0.000 147.99 0.717 0.136 ----- ---- ----- ---- ---- ----- ----- 0.136
1785 0.000 147.99 0.717 0.136 ----- ----- ----- ---- ----- ----- ----- 0.136
1800 0.000 147.99 0.717 0.135 ----- ----- ----- ----- ---- ----- ----- 0.135
1815 0.000 147.98 0.717 0.135 ----- ----- ----- ----- ---- ----- ---- 0.135
1830 0,000 147.98 0.717 0.135 ---- ----- 0.135
1845 0.000 147.98 0.717 0.135 ----- --- 0.135
1860 0.000 147.98 0.717 0.135 0.135
1875 0.000 147.98 0.717 0.135 ----- ----- ---- ----- ----- ----- ----- 0.135
1890 0.000 147.98 0.717 0.135 ----- ----- ----- ----- ---- ----- ----- 0.135
1905 0.000 147.97 0,717 0.135 ----- --- ----- __? ?_ ?_ --_ 0.135
1920 0.000 147.97 0.717 0,135 ----- ----- ---_ ----- _? _____ _____ 0.135
1935 0.000 147.97 0.717 0.135 - ---- ----- ----- ----- ----- ----- 0.135
1950 0.000 147.97 0.717 0.135 ----- ----- ----- ---- --- --- ----- 0.135
1965 0.000 147.97 0.717 0.134 ----- ----- ----- ---- ---- ---- ----- 0.134
1980 0.000 147.96 0.717 0.134 ----- ----- __-_ -__ 0,134
1995 0.000 147.96 0.717 0.134 ----- ----- ----- ----- --- ----- ----- 0.134
2010 0.000 147.96 0.717 0.134 ----- ----- ---- ---- ---- 0.134
2025 0.000 147.96 0.717 0.134 0,134
2040 0.000 147.96 0.717 0.134 ----- ----- ----- ----- --- ----- ---- 0.134
2055 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ---- ---- ----- 0.134
2070 0.000 147.95 0.717 0.134 ----- ----- ----- ----- ---- ---- ----- 0.134
2085 0.000 147.95 0.717 0.134 ----- ---- ---- ----- ---- ----- ---- 0.134
2100 0.000 147.95 0.717 0.134 0.134
2115 0.000 147.95 0.717 0.134 ----- 0.134
2130 0.000 147.95 0.717 0.133 0.133
2145 0.000 147.94 0.717 0.133 ----- ---- ----- ----- ----- ----- ---- 0.133
2160 0.000 147.94 0.717 0.133 0.133
2175 0.000 147.94 0.717 0.133 ----- ----- ---- ---- ----- ---- ----- 0.133
2190 0.000 147.94 0.717 0.133 --- - ---- 0.133
2205 0.000 147.94 0.717 0.133 0.133
2220 0.000 147.94 0.717 0.133 ----- --- ----- ---- ---- ---- ----- 0.133
2235 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2250 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2265 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2280 0.000 147.93 0.717 0,133 ----- ---- ---- ---- ----- ----- ---- 0.133
2295 0.000 147.93 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2310 0.000 147.92 0.717 0.132 ---- ----- ---- ----- ----- ----- ----- 0.132
2325 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ---- ----- ----- 0.132
2340 0.000 147.92 0.717 0.132 ---- ----- ----- ----- ----- ---- ----- 0.132
2355 0.000 147.92 0.717 0.132 ---- ----- ----- ---- --- ---- ---- 0,132
2370 0.000 147.92 0.717 0.132 ----- ----- ---- ----- ----- 0.132
2385 0.000 147.92 0.717 0.132 ----- ----- 0.132
2400 0.000 147.91 0.717 0.132 ----- --- ----- ----- ---- ----- ----- 0.132
2415 0.000 147.91 0.717 0.132 ----- ----- ----- ---- ----- ----- ----- 0.132
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
21
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2430 0.000 147.91 0,717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2445 0.000 147.91 0.717 0.131 --- -___ --__ ----- __-_ -___ ----- 0.131
2460 0.000 147.91 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2475 0.000 147.91 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2490 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2505 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2520 0.000 147.90 0.717 0.131 ----- w__ _____ 0.131
2535 0.000 147.90 0.717 0.131 ---- ----- _____ 0.131
2550 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2565 0.000 147.89 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2580 0.000 147.89 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2595 0.000 147.89 0.717 0.131 ----- ---- ----- ----- ----- --- ----- 0.131
2610 0.000 147.89 0.717 0.130 ----- ----- ----- 0,130
2625 0.000 147.89 0.717 0.130 0.130
2640 0.000 147.89 0.717 0.130 ---- ----- ----- -- ----- ----- ----- 0.130
2655 0.000 147.88 0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
2670 0.000 147.88 0.717 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130
2685 0.000 147.88 0.717 0.130 ----- ----- ----- ----- ----- ----- ---- 0.130
2700 0.000 147.88 0.717 0.130 ----- 0.130
2715 0.000 147.88 0.717 0.130 ---- ----- ----- ----- -- ---- ----- 0.130
2730 0.000 147.88 0.717 0.130 ---- ----- ----- ----- ----- ____ ?__ 0.130
2745 0.000 147.87 0.717 0.130 ---- ----- ----- ----- ----- ----- ----- 0.130
2760 0.000 147.87 0.717 0.130 ----- ----- ----- --- ----- ----- ----- 0.130
2775 0.000 147.87 0.717 0.129 0.129
2790 0.000 147.87 0.717 0.129 0.129
2805 0.000 147.87 0.717 0.129 --- ----- ---- ----- ----- ----- ----- 0.129
2820 0.000 147.86 0.717 0.129 ----- ----- ----- ----- ----- ---- ----- 0.129
2835 0.000 147.86 0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
2850 0.000 147.86 0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
2865 0,000 147.86 0.717 0.129 ___ ____ 0.129
2880 0.000 147.86 0.717 0.129 ----- ----- ----- ---- ----- ----- ---- 0.129
...End
Hydrograph Report
F"raflow Hydrographs by Intelisolve Al
22
Hyd. No. 1
PRE-DEV. Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Friday, Apr 23, 2010
Peak discharge = 55.78 cfs
Time to peak = 760 min
Hyd. volume = 431,191 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 78.0 min
Distribution = Type II
Shape factor = 484
= SCS Runoff
= 100 yrs
= 1 min
= 20.200 ac
= 0.2%
= LAG
= 8.64 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
349 0.006 874 7.288 1399 1.926
364 0.022 889 6.542 1414 1.906
379 0.054 904 5.990 1429 1.887
394 0.103 919 5.564 1444 1.861
409 0.167 934 5.221 1459 1.727
424 0.241 949 4.924 1474 1.452
439 0.324 964 4.648 1489 1.044
454 0.411 979 4.378 1504 0.659
469 0.501 994 4.127 1519 0.363
484 0.594 1009 3.907 1534 0.155
499 0.692 1024 3.727 1549 0.035
514 0.804 1039 3.580
529 0.938 1054 3.458 ...End
544 1.103 1069 3.351
559 1.296 1084 3.252
574 1.505 1099 3.154
589 1.718 1114 3.055
604 1.944 1129 2.956
619 2.213 1144 2.857
634 2.559 1159 2.758
649 3.012 1174 2.658
664 3.614 1189 2.559
679 4.437 1204 2.459
694 5.637 1219 2.361
709 9.350 1234 2.271
724 23.00 1249 2.197
739 39.85 1264 2.140
754 53.94 1279 2.098
769 52.55 1294 2.067
784 44.33 1309 2.044
799 34.62 1324 2.024
814 24.33 1339 2.004
829 14.55 1354 1.985
844 9.850 1369 1.965
859 8.304 1384 1.946
(Printed values a= 0.01% of Qp. Print interval= 15)
Hydrograph Report
23
Hydraflow Hydrographs by fnteffsofve v9.1 Friday, Apr 23, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 86.50 cfs
Storm frequency = 100 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 473
552 cuft
Drainage area = 16.810 ac Curve number = ,
93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.9 min
Total precip. = 8.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
115 0.009 640 5.674 1165 2.279
130 0.052 655 6.580 1180 2.189
145 0.131 670 7.760 1195 2.099
160 0.231 685 9.457 1210 2.009
175 0.334 700 13.08 1225 1.933
190 0.434 715 33.57 1240 1.883
205 0.530 730 75.66 1255 1.854
220 0.623 745 79.87 1270 1.834
235 0.714 760 52.38 1285 1.816
250 0.802 775 24.46 1300 1.798
265 0.891 790 12.54 1315 1.780
280 0.984 805 9.857 1330 1.762
295 1.082 820 8.356 1345 1.744
310 1.183 835 7.270 1360 1.726
325 1.285 850 6.414 1375 1.708
340 1.387 865 5.739 1390 1.690
355 1.489 880 5.274 1405 1.672
370 1.591 895 4.950 1420 1.654
385 1.693 910 4.689 1435 1.636
400 1.794 925 4.437 1450 1.521
415 1.896 940 4.185 1465 1.027
430 1.996 955 3.933 1480 0.439
445 2.096 970 3.683 1495 0.098
460 2.196 985 3.461
475 2.294 1000 3.299 ... End
490 2.396 1015 3.184
505 2.538 1030 3.091
520 2.768 1045 3.001
535 3.070 1060 2.911
550 3.407 1075 2.821
565 3.702 1090 2.730
580 3.895 1105 2.640
595 4.088 1120 2.550
610 4.428 1135 2.460
625 4.960 1150 2.370
(Printed values >= 0.01% of Qp. Print interval =15)
Hydrograph Report 24
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd, No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - POST DEV. Q
Max. Elevation = 149.88 ft Peak discharge =
Time to peak =
Hyd. volume =
Reservoir name =
Max. Storage = 47.11 cfs
763 min
385,597 cuft
POND A
237,055 cuft
Storage Indication method used.
Hydrograph Di scharge Table (Pdnted values >= 0.01% ofQp. Pdntinterval=157
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EXfi1 Outflow
(min) ds ft ds ds ds ds ds M M M M ds
270 0.921 146.57 0.717 0.007 ---- ----- ----- ----- ----- --- ----- 0
007
285 1.017 146.58 0.717 0.009 .
0.009
300 1.116 146.60 0.717 0.012 ----- ----- ----- ----- ----- ----- ----- 0
012
315 1.217 146.61 0.717 0.016 ----- ----- ----- ----- .
0.016
330 1.319 146.63 0.717 0.020 ----- ----- ---- ----- ----- ----- ----- 0.020
345 1.421 146.65 0.717 0.025 ----- ----- ----- _? __? ?_ ?__ 0.025
360 1.523 146.67 0.717 0.030 ----- ----- ----- ----- --- ---- ----- 0.030
375 1.625 146.69 0.717 0.034 ----- ----- ----- ----- ----- ----- ----- 0
034
390 1.727 146.72 0.717 0.036 ----- ----- .
0.036
405 1.828 146.74 0.717 0.037 ----- ----- ----- ----- ----- ----- ----- 0
037
420 1.929 146.77 0.717 0.041 ---- ---- ----- ---- ----- ----- ----- .
041
0
435 2.030 146.80 0.717 0.045 ---- ---- .
0.045
450 2.129 146.83 0.717 0.049 ----- ----- --- ----- ----- ----- ----- 0
049
465 2.229 146.86 0.717 0.054 ----- ---- -- --__ ____ ____ __w .
0
054
480 2.327 146.89 0.717 0.058 ----- ----- ----- ----- ----- ----- ----- .
0.058
495 2.436 146.93 0.717 0.062 ----- ----- ----- ----- ----- ----- ----- 0
062
510 2.605 146.96 0.717 0.065 ----- ----- ---- ---_ _w_ -- -__ .
0
065
525 2.862 147.00 0.717 0.069 --- ----- ----- ----- ----- ----_ ---? .
0
069
540 3.181 147.04 0.717 0.073 ----- ---- ----- ----- ----- ----- ----- .
0
073
555 3.514 147.09 0.717 0.077 .
0.077
570 3.776 147.13 0.717 0.081 ----- ----- ----- ----- ----- ----- ----- 0
081
585 3.951 147.18 0.717 0.086 ----- ----- ----- ----- ----- ---- ----- .
0
086
600 4.181 147.24 0.717 0.090 ----- ----- ---- ---- ----- ----- ----- .
0
090
615 4.584 147.30 0.717 0.094 w__ _____ .
0
094
630 5.180 147.36 0.717 0.099 .
0
099
645 5.951 147.43 0.717 0.104 .
0
104
660 6.938 147.52 0.717 0.109 ----- ----- ----- -__ ----- ____ ----- .
0
109
675 8.250 147.62 0.717 0.115 ----- ----- ----- ----- ----- ----- ----- .
0
115
690 10.20 147.74 0.717 0.123 ----- ----- ----- -- ----- ----- ---- .
0
123
705 16.58 147.91 0.717 0.132 ---- ----- ----- ----- ----- ----- ----- .
0
132
720 48.53 148.26 5.376 0.149 ----- ----- 5.376 ---- ----- ----- ----- .
5
525
735 84.34 149.02 9.326 0.180 ----- ----- 9.313 ----- ----- ----- ----- .
9
493
750 71.25 149.72 11.04 0.205 ----- ----- 11.00 25.56 ----- ----- ----- .
36
76
765 42.53 149.87 11.37 0.210 ----- ---- 11.31 35.32 ----- ----- ----- .
46
84
780 17.70 149.72 11.03 0.205 ---- ---- 10.98 25.17 ----- ----- ----- .
36
36
795 11.46 149.52 10.59 0.199 ----- ----- 10.54 14.30 .
25
04
810 9.271 149.39 10.27 0.194 ----- ---- 10.24 8.167 ----- ---- ----- .
18
60
825 7.964 149.30 10.04 0.191 ----- ----- 10.01 4.565 ----- ---- ----- .
14
77
840 6.964 149.23 9.865 0.188 ----- ----- 9.843 2.417 ----- ----- ----- .
12.45
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
V
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow
(min) ds ft cfs cfs cfs cfs efs ds cfs cfs cfs cfs
855 6.167 149.17 9.715 0.186 ---- - 9.702 1.098 ---- ----- ----- 10.99
870 5.562 149.11 9.575 0.184 ----- ----- 9.571 0.211 ----- ----- ----- 9.966
885 5.154 149.06 9.440 0.182 ----- ----- 9.432 ----- ----- ----- ----- 9.614
900 4.859 149.01 9.298 0.180 ----- ----- 9.283 ----- ----- ----- ----- 9.463
915 4.605 148.95 9.138 0.178 ----- ----- 9.126 ----- ----- ----- ----- 9.304
930 4.353 148.89 8.972 0.176 ----- ----- 8.964 _--- ----- ----- ----- 9.140
945 4.101 148.83 8.796 0.173 ----- ----- 8.785 ----- ----- ----- ----- 8.958
960 3.848 148.77 8.612 0.171 ----- ----- 8.602 ----- ----- ----- ----- 8.773
975 3.604 148.71 8.420 0.168 --- ----- 8.416 ---- ---- ---- ----- 8.584
990 3.400 148.65 8.212 0.166 ----- ----- 8.207 ----- ----- ----- ----- 8.373
1005 3.257 148.59 7.996 0.163 ----- ----- 7.990 ----- ----- ----- ----- 8.153
1020 3.152 148.53 7.762 0.161 ----- ----- 7,758 ---- ----- -- -- ----- 7.919
1035 3.061 148.47 7.501 0.158 ----- ----- 7.499 ____ ____ 7,657
1050 2.971 148.41 7.226 0.156 ----- ----- 7.225 ----- ----- ----- ----- 7.380
1065 2.881 148.36 6.827 0.153 ----- ----- 6.826 ---- ----- --- ----- 6.979
1080 2.790 148.31 6.425 0.151 ----- ----- 6.425 ----- ----- ----- ----- 6.576
1095 2.700 148.27 5.423 0.149 ----- ----- 5.422 ----- ----- ----- ----- 5.571
1110 2.610 148.24 4.567 0.148 ----- ----- 4.567 ----- ---- ---- ---- 4.714
1125 2.520 148.21 3.937 0.147 ----- ----- 3.936 ---- ----- ----- ---- 4.083
1140 2.430 148.20 3.483 0.146 ----- ----- 3.482 ----- ---- ----- ----- 3.628
1155 2.339 148.18 3.174 0.145 --- ----- 3.170 ----- ---- ----- --- 3.316
1170 2.249 148.17 2.920 0.145 2,914 ----- ----- ----- ----- 3.059
1185 2.159 148.16 2.708 0.144 ---- ----- 2.700 ----- --__ 2,844
1200 2.069 148,15 2.526 0.144 ----- ----- 2.516 ----- ---- ----- ----- 2.660
1215 1,982 148.15 2.367 0.143 ----- ----- 2.357 2,500
1230 1.913 148.14 2.229 0.143 ----- ----- 2.217 ----- ----- ----- ----- 2.361
1245 1.871 148.14 2.112 0.143 ---- ----- 2.099 ----- --- ----- ----- 2.242
1260 1.847 148.13 2.017 0.143 ----- ---- 2.003 ----- ---- ----- ----- 2.146
1275 1.828 148.13 1.940 0.143 ---- ---- 1.926 ----- ----- ----- ----- 2.068
1290 1.810 148.13 1.879 0.142 ----- ----- 1,863 ----- ---- ---- ----- 2,006
1305 1.792 148.12 1.828 0.142 ----- ----- 1.812 ----- ----- ----- ----- 1.954
1320 1.774 148.12 1.785 0.142 ----- ----- 1.769 --- ----- ----- ----- 1.911
1335 1.756 148.12 1.749 0.142 ----- --- 1.732 ----- ----- ----- ----- 1,875
1350 1.738 148.12 1.717 0.142 ----- ----- 1.701 ---- ----- ----- ----- 1.843
1365 1.720 148.12 1.689 0.142 ----- ----- 1.672 ----- ----- ----- ----- 1,814
1380 1.702 148.12 1.663 0.142 ---- ---- 1.646 ----- ----- ---- ---- 1.788
1395 1.684 148.12 1.639 0.142 ----- ----- 1.622 ----- ----- ----- ----- 1.764
1410 1.666 148.11 1.617 0.142 ----- -- 1.600 1,742
1425 1.648 148.11 1.596 0.142 ---- ----- 1.579 ----- ----- ----- ----- 1.720
1440 1.630 148.11 1.576 0.142 ----- ----- 1.558 ---- ----- ----- ----- 1.700
1455 1.400 148.11 1.537 0.142 ----- ----- 1.519 ----- ----- ----- 1.660
1470 0.803 148.11 1.400 0.141 ----- ---- 1.380 1.522
1485 0.298 148.09 1.250 0.141 ----- ----- 1.188 ----- ---- ----- ----- 1.329
1500 0.039 148.08 1.172 0.140 --- ----- 1.015 -- -- ----- ----- 1.155
1515 0.000 148.07 1.097 0.140 ----- ----- 0.848 _--- ____ _____ _____ 0.987
1530 0.000 148.06 1.033 0.139 ----- ----- 0.704 ----- ----- ----- ----- 0.843
1545 0.000 148.05 0.978 0.138 ---- ----- 0.581 ----- ----- ----- ----- 0.719
1560 0.000 148.04 0.930 0.138 ---- ---- 0.476 ---- ----- ----- ----- 0.614
1575 0.000 148.03 0.890 0.138 ----- ----- 0.387 ----- ----- ---- ---- 0.524
1590 0.000 148.02 0.856 0.137 ----- ----- 0.310 ----- ----- ---- ---- 0
448
1605 0.000 148.02 0.827 0.137 ---- ----- 0.245 ----- ----- .
_____ _____ 0.382
1620 0.000 148.02 0.802 0.137 ----- ----- 0.189 ----- ----- ----- ----- 0.326
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
`1l
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1635 0,000 148,01 0.780 0.137 ----- ----- 0.142 ----- ----- ----- ----- 0.278
1650 0.000 148.01 0.762 0.137 ----- ----- 0.101 ____ ___ 0.238
1665 0.000 148.01 0.746 0.136 ----- ----- 0.066 ----- ----- ----- ----- 0.203
1680 0.000 148.00 0.733 0.136 ----- ----- 0.037 ----- ----- ----- ----- 0.173
1695 0.000 148.00 0.722 0.136 ----- ----- 0.012 ----- ----- ----- ----- 0.148
1710 0.000 148.00 0.717 0.136 ----- 0.136
1725 0.000 148,00 0.717 0.136 ----- ---- ----- ----- ----- ----- ----- 0.136
1740 0.000 148.00 0.717 0.136 ---- ----- ----- -- ----- ----- ----- 0.136
1755 0.000 147.99 0.717 0.136 _____ 0.136
1770 0.000 147.99 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1785 0.000 147.99 0.717 0.136 ----- ----- ----- ----- ----- ---- ---- 0.136
1800 0.000 147.99 0.717 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136
1815 0,000 147.99 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1830 0.000 147.98 0.717 0.135 --__ ___ 0.135
1845 0.000 147.98 0.717 0.135 ----- ----- ----- ---- ----- ----- ----- 0.135
1860 0.000 147.98 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1875 0.000 147.98 0.717 0.135 ----- ----- ----- --- ----- ----- ----- 0.135
1890 0.000 147.98 0.717 0.135 0.135
1905 0.000 147.98 0.717 0.135 0.135
1920 0.000 147.97 0.717 0.135 -- ----- ----- ----- ---- ---- ----- 0.135
1935 0.000 147.97 0.717 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
1950 0.000 147.97 0.717 0.135 ----- ----- ---- ----- ----- ----- ----- 0.135
1965 0.000 147.97 0.717 0.135 ----- ----- ----- ---- ----- ----- ----- 0,135
1980 0.000 147.97 0.717 0.134 ----- ----- ---- ___ 0.134
1995 0.000 147.96 0.717 0.134 ----- ----- ----- 0.134
2010 0.000 147.96 0.717 0.134 0,134
2025 0.000 147.96 0.717 0.134 0.134
2040 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
2055 0.000 147.96 0.717 0.134 ----- ----- ---- ----- ----- ----- ----- 0,134
2070 0.000 147.96 0.717 0.134 ----- ----- ----- ----- ---- ----- ----- 0.134
2085 0.000 147.95 0.717 0.134 0,134
2100 0.000 147.95 0.717 0.134 ----- ----- ---- ----- ----- ----- ----- 0.134
2115 0.000 147.95 0.717 0.134 0.134
2130 0.000 147.95 0.717 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
2145 0.000 147.95 0.717 0.133 ----- ----- 0.133
2160 0.000 147.94 0.717 0.133 ----- ---- ---- ----- --- ----- ----- 0.133
2175 0.000 147.94 0.717 0.133 ---- ----- ---- ----- w__ ___ ___ 0.133
2190 0.000 147.94 0.717 0.133 ----- ---- ----- ----- ----- ----- ---- 0.133
2205 0.000 147.94 0.717 0.133 ----- --- ----- ----- ----- ----- ----- 0.133
2220 0.000 147.94 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2235 0.000 147.94 0,717 0.133 ____ --- - _____ 0.133
2250 0.000 147.93 0,717 0.133 ----- ----- _-_ _____ 0.133
2265 0.000 147.93 0.717 0.133 ----- ----- ----- ----- ----- ----- ----- 0.133
2280 0.000 147.93 0.717 0.133 ----- ----- ---- ----- ----- ----- ----- 0.133
2295 0.000 147.93 0.717 0.133 ----- ----- ---- ----- ---- --- ----- 0.133
2310 0.000 147.93 0.717 0.132 ----- ----- ___- ----- ----- 0.132
2325 0.000 147.92 0.717 0.132 ----- ----- ---- ----- ----- ----- ----- 0.132
2340 0.000 147.92 0.717 0.132 ----- ---- ----- ---- ---- ----- ---- 0.132
2355 0.000 147.92 0.717 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
2370 0.000 147.92 0.717 0.132 ___ ___ 0.132
2385 0.000 147.92 0.717 0.132 ----- --- ----- ----- ___ ____ _w 0.132
2400 0.000 147.92 0.717 0.132 ----- ---- ----- ----- ----- ----- ----- 0.132
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
27
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfi1 Outflow
(min) cfs ft cfs cfs cfs Cfs cfs Cfs cfs cfs cfs Cfs
2415 0.000 147.91 0.717 0.132 ----- ----- ----- ----- ----- ----- ---- 0.132
2430 0.000 147.91 0.717 0.132 ----- ----- ---- ----- ----- ----- ---- 0.132
2445 0.000 147.91 0.717 0.132 ----- --- ---- --- ----- ---- ----- 0.132
2460 0.000 147.91 0.717 0.131 ---- ----- ----- ---- ----- ----- ----- 0.131
2475 0,000 147.91 0.717 0.131 ----- ----- ---- ----- ----- ----- ----- 0.131
2490 0.000 147.91 0.717 0.131 --- ___- ----- ----- 0.131
2505 0.000 147.90 0.717 0.131 ----- --- ----- 0.131
2520 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- --- 0.131
2535 0.000 147.90 0.717 0.131 ----- ----- - ---- ----- -- ---- 0.131
2550 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ---- 0.131
2565 0.000 147.90 0.717 0.131 ----- ----- ----- ----- ----- ----- ---- 0.131
2580 0.000 147.89 0.717 0.131 ---- ---- ----- ----- ---- ---- --- 0.131
2595 0.000 147.89 0.717 0.131 ----- ----- ----- ----- ----- ----- ----- 0.131
2610 0.000 147.89 0.717 0.131 ----- ----- ----- ----- _?_ w- ----- 0.131
2625 0.000 147.89 0.717 0.130 ----- ----- ---- ----- ---- --- ---- 0.130
2640 0.000 147.89 0.717 0.130 ---- ----- ---- ----- ----- ----- ----- 0.130
2655 0.000 147.89 0.717 0.130 ----- ----- _____ 0.130
2670 0.000 147.88 0.717 0.130 0.130
2685 0.000 147.88 0.717 0,130 ----- ----- ----- ----- ----- ----- ----- 0.130
2700 0.000 147.88 0.717 0.130 ----- ---- --- ----- ----- --- --- 0.130
2715 0.000 147.88 0.717 0.130 ----- ----- ---- ----- - - ----- 0.130
2730 0.000 147.88 0.717 0.130 ----- ----- ----- ---- ----- ----- ----- 0.130
2745 0.000 147.88 0.717 0.130 ----- ----- ----- ___ ----- 0.130
2760 0.000 147.87 0.717 0.130 ----- 0.130
2775 0.000 147.87 0.717 0.130 ----- ---- ---- ----- ----- ----- ---- 0.130
2790 0.000 147.87 0.717 0.129 ----- ----- ----- ----- ----- ----- ----- 0.129
2805 0.000 147.87 0.717 0.129 ----- - ---- ----- ----- ----- ----- 0.129
2820 0.000 147.87 0.717 0.129 ----- ----- ----- ---- ----- ----- ----- 0.129
2835 0.000 147.86 0.717 0.129 ----- ----- ----- ---- ----- ---- ----- 0.129
2850 0.000 147.86 0.717 0.129 ----- ----- ----- ----- ----- ----- ---- 0.129
2865 0.000 147.86 0.717 0,129 ----- ----- ----- 0.129
2880 0.000 147.86 0.717 0.129 ----- ----- ----- ----- ---- ----- ---- 0.129
..End
Hydraflow Rainfall Report
is
Hydraflow Hydrographs by intelisolve v9.1
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 132.0000 18.0000 1.0000
3 0.0000 0.0000 0.0000
5 169.0000 21.0000 1.0000
10 195.0000 22.0000 1.0000
25 232.0000 23.0000 1.0000
50 261.0000 24.0000 1.0000
100 290.0000 25.0000 1.0000
File name: RDU NC.IDF
Intensity = B / (Tc + D)^E
Friday, Apr 23, 2010
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.74 4.71 4.00 3.47 3.07 2.75 2.49 2.28 2.10 1.94 1.81 1.69
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.50 5.45 4.69 4.12 3.67 3.31 3.02 2.77 2.56 2.38 2.22 2.09
10 7.22 6.09 5.27 4.64 4.15 3.75 3.42 3.15 2.91 2.71 2.53 2.38
25 8.29 7.03 6.11 5.40 4.83 4.38 4.00 3.68 3.41 3.18 2.97 2.80
50 9.00 7.68 6.69 5.93 5.33 4.83 4.42 4.08 3.78 3.53 3.30 3.11
100 9.67 8.29 7.25 6.44 5.80 5.27 4.83 4.46 4.14 3.87 3.63 3.41
Tc = time in minutes. Values may exceed 60.
Precin_ file namp• SMITI4FIF1 n RI MINFRR PARK WnP nn n n
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 244hour 2.88 3.60 0.00 3.30 5.52 6.72 6.80 8.64
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10
Hydraflow Table of Contents SMITHFIELD BUSINESS PARK WQP-vgpw.gpw
Hydraflow Hydrographs by Intelisolve v9.1
- Year
Friday, Apr 23, 2010
Hydrograph Reports ...................................................................................................... 29
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 29
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 30
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 31
10 -Year
Hydrograph Reports ...................................................................................................... 32
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 32
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 33
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 34
25 - Year
Hydrograph Reports ...................................................................................................... 35
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 35
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 36
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 37
100 - Year
Hydrograph Reports ...................................................................................................... 38
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 38
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 39
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 40
Hydrograph Report
29
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 8.694 cfs
Storm frequency = 1 yrs Time to peak = 12.70 hrs
Time interval = 1 min Hyd, volume = 72
697 cuft
Drainage area = 20.200 ac Curve number = ,
77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 77.99 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV. Q
Q (Gfs) Hyd. No. 1 -- 1 Year
10.00
8.00
6.00
4.00
2.00
0.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 1 Time (hrs)
Hydrograph
• Report 30
Hydrafbw Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 25.16 cfs
Storm frequency = 1 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 129,924 cuft
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.87 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEV. Q
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 2 Time (hrs)
Hydrograph Report 31
i
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 1.046 cfs
Stone frequency = 1 yrs Time to peak = 16.67 hrs
Time interval = 1 min Hyd. volume = 42,718 cuft
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation = 148.07 ft
Reservoir name = POND A Max. Storage = 102,498 cuft
Storage Indication method used.
POST DEVEL. RTE WQP-A
Q (efs) Hyd. No. 3 -1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0 00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
- Hyd No. 3 Hyd No. 2 Total storage used = 102,498 cult
Hydrograph Report 32
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 29.05 cfs
Storm frequency = 10 yrs Time to peak = 12.67 hrs
Time interval = 1 min Hyd. volume = 225
253 cuft
Drainage area = 20.200 ac Curve number = ,
77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 77.99 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV. Q
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 1
Hydrograph Report 33
Flydraflow "rographs by IrrteliWve v9.1
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff
Stone frequency = 10 yrs
Time interval = 1 min
Drainage area = 16.810 ac
Basin Slope = 0.2%
Tc method = LAG
Total precip. = 5.52 in
Storm duration = 24 hrs
Friday, Apr 23, 2010
Peak discharge = 53.53 cfs
Time to peak = 12.32 hrs
Hyd. volume = 285,982 cuft
Curve number = 93
Hydraulic length = 1000 ft
Time of conc. (Tc) = 43.87 min
Distribution = Type II
Shape factor = 484
POST DEV. Q
Q (cfs)
Hyd. No. 2 -- 10 Year Q WS)
so.0o
50.00
40.00
30.00
20.00
10.00
0.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 2 Time (hrs)
Hydrograph Report 34
a
Hydraflow Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 9.599 cfs
Storm frequency = 10 yrs Time to peak = 13.05 hrs
Time interval = 1 min Hyd. volume = 198,282 cuft
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation = 149.06 ft
Reservoir name = POND A Max. Storage = 173,847 cuft
Storage Indication method used
POST DEVEL. RTE WQP-A
Q (Cfs) Hyd. No. 3 - 10 Year Q (Cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00
0 00
0 5 10 15 20 25 30 35 40 45 50
- Hyd No. 3 - Hyd No. 2 LLL_A Total storage used = 173,847 cuff Time (hrs)
I- -40 °- ----- -- I- r% - -- - --9
35
Hydraflow FWrographs by Inteli xM 4.1 - Friday, Apr 23, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 39.18 cfs
Storm frequency = 25 yrs Time to peak = 12.67 hrs
Time interval = 1 min Hyd. volume = 302,558 cuft
Drainage area = 20.200 ac Curve number = 77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 77.99 min
Total precip. = 6.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV. Q
Q (Cfs) Hyd. No. 1 -- 25 Year
40.00
30.00
20.00
10.00
0.00
Q (cfs)
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 1 Time (hrs)
Hydrograph Report 36

Hydraflow Hydrographs by Inteliso v9.1 Friday, Apr 23, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 66.27 cfs
Storm frequency = 25 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 357,933 cuft
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.87 min
Total precip. = 6.72 in Distribution = Type II
Stone duration = 24 hrs Shape factor = 484
POST DEV. Q
Q (Cfs) Hyd. No. 2 -- 25 Year Q (mss)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 2 Time (hrs)
1-I?irlrnnr?nh Qnr?nr?
37
"raflow F lydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 22.21 cfs
Storm frequency = 25 yrs Time to peak = 12.87 hrs
Time interval = 1 min Hyd. volume = 270
097 cuft
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation ,
= 149.47 ft
Reservoir name = POND A Max. Storage = 205,460 cuft
Storage Indication method used
POST DEVEL. RTE WQP-A
Q (Cfs) Hyd. No. 3 - 25 Year Q (mss)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 3 6 9 12 15 18 21 24 27 30
Time (hrs
- Hyd No. 3 --- Hyd No. 2 L ?_ J Total storage used = 205,460 cuft )
Rydrograph Report 38

Hydraflow Hydrographs by Intelis w v9.1 Friday, Apr 23, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 55.78 cfs
Storm frequency = 100 yrs Time to peak = 12.67 hrs
Time interval = 1 min Hyd. volume = 431,191 cuft
Drainage area = 20.200 ac Curve number = 77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 77.99 min
Total precip. = 8.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE-DEV. Q
Q WS) Hyd. No. 1 -- 100 Year Q WS)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 1
39
FLydrograph Report
Hydraflorv Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 86.50 cfs
Storm frequency = 100 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 473,552 cuft
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.87 min
Total precip. = 8.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEV. Q
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 2 Time (hrs)
Hydrograph Report 40
w
Hydraflowr Hydrographs by Intelisolve v9.1 Friday, Apr 23, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 47.11 cfs
Storm frequency = 100 yrs Time to peak = 12.72 hrs
Time interval = 1 min Hyd. volume = 385,597 cuft
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation = 149.88 ft
Reservoir name = POND A Max. Storage = 237,055 cuft
Storage Indication method used.
POST DEVEL. RTE WQP-A
Q (cfs) Hyd. No. 3 -- 100 Year Q WS)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27
Hyd No. 3 Hyd No. 2 O Total storage used = 237,055 cuft Time (hrs)
'r. ~
1 t l I ~ l / 11 1 I } iw eee\ \ WETLANDS LEGEND ~ e i e ~ ~ e. e
~ l I l ~ \ e e ~ 1~ / 11 I I f e~ e~
r ~ 1 11 o I I I e 1 ~ 11 ~ I I 1 e~ .e \ ~ ~ NEUSE RIVER BASIN SCHEDULE
JURISDICTIONAL WETLANDS _ 11 l I ~ ~ \ ~ ` ~ ~ 1 1 I 11 I I 1 ~ e \ e e~ ACTUAL IMPERVIOUS CALCULATIONS and OFFSET PAYMENT SMITHFIELD BUSINESS PARK
= 1 11 I I 1 e `4 ~ ~ I F I l I 1 11 I I ~ e~. e e~ Herring-Sutton 8 Associffies, P.A.
11 I a / I EXIST I f ~ e \ e l l ~ ~ 11 ) f c^ e e \e 11 l ~ l ~ ~ BLDG I ~ ~ ~ e ~ Z Prepared by RON SUTTON
JURISDICTIONAL WETLANDS l 1, ~ 11 ~ I ~ ~ e Z l~ ~ e ss e \e (IMPACTED) 11 J fly ~ ~ \ ~ I J e ~ DB 10f 5124112006
~ 11 . ~ 1 e . e'~ ~ 11 / l~ a > , ~ / ` ~ o e ~ e~ DB 1067 P 178
I I o- e 11 3 1 e e~\ e Actual Actual Act. Act. Undisturbed Managed TOTAL N03 N03 TOTAL N03 TOTAL Excess UNDISTRIBUTED DISTRIBUTED DISTRIBUTED
I I II / m 1 I / / 1 ~ e ~ o~ NON-JURISDICTIONAL WETLANDS ~ ` / SSA HOLDINGS I, LLC ~q S3 e ~ \e e a Lot# Acreage Imperv. Imperv. N03 Loading (Ibs)(27.2)Undisturbed Open Space N03 Loading Managed Open N03 Loading Loading wlo Actual Reduction Loading N03 N03 Excess Actual Offset Offset Credd Actual Onset \ \ Area(%) Aree (ac) Open Space (act (Ibs)(0.6) Open Space Space (ac) (Ibs)(7.2) gMP's (Ibs) BMPS Factor vrith BMP's Ibsledyr Ibslactyr N0316s payment Payment Payment ~ AREA(%) AREA(%)
1 11 ~ ~ , / 1 1 ~ oiT e~ e ~ ~ e e (IMPACTED) J ~ 1 zoNB B-3 ~L Cy e e ~ I IL ~ l DB 2525 PG 259 `e \
I e I ~ ~ ~ _ ~ O e \ e ~ ~ f PIN 2603-19 0046 p~ ~ G \ \ ti, °i ~ 1 1.110 70.000 0.7T/ 16.472 20.000 0.222 0.133 10.000 0.111 0.133 16738 A 0.750 12.554 11.310 7710 8.558 X2,824.80 $2,824.80 VO ~ V 2 1.310 80.000 1.048 22.218 10.000 0.131 0.079 10.000 0.131 0.157 22.454 A 0.750 16.841 12.856 9.256 12.125 $4,002.90 $4,002.90
1 I a e ~ ~ ~ 1 ~ e b...\~ ~~e\ NON-JURISDICTIONAL WETLA~D~S I II ` / ~ e 'a,, ~ 3 1.610 80.000 1.288 27.306 0.000 0.000 0.000 20.000 0.322 0.386 27.692 A 0.750 20.769 12.900 9.300 14.973 $4,940.10 $4,940.10 \ ~1 ~~V q 2.970 70.000 2.079 44.075 7.800 0.232 0.139 22.200 0.659 0.791 45.005A 0.750 33.754 11.365 7.765 23.062 $7,609.80 -$874.50 $6,735.30
NOT IMPACTED ` / III ` / ~ \ / / P ~ \i~ \ ~~R 5 3.500 65.000 2.275 48.230 25.000 0.875 0.525 10.000 0.350 0.420 49.175 A 0.750 36.881 10.537 6.937 24.280 $8,012.40 $8,012.40 6 1.800 70.000 1.260 26.712 5.000 0.090 0.054 25.000 0.450 0.540 27.306 A 0.750 20.480 11.378 7.778 14.000 $4,620.00 $4,620.00
r~ ~ s f ~ ~ 2 44~~ \ ~~~Q 7 1.790 70.000 1.253 26.564 0.000 0.000 30.000 0.537 0.644 27.208A 0.750 20.406 11.400 7.800 13.962 $4,606.80 $4,606.80 \ (1 \ \ ? 8 4.800 0.000 0.000 0.000 0.000 0.000 100.000 4.800 5.760 5.760 A 0.750 4.320 0.900 -2.700 -12.960 -$4,276.80 $4,276.80 $0.00
WII e ~ ? \ ly/~ ~ R/W 1.350 68.900 0.930 19.716 0.000 0.000 31.100 0.420 0.504 20.220 A 0.750 15.165 11.233 7.633 10.305 $3,402.30 -$3,402.30 $0.00 ~ ,r ~ 20.240 10.910 231.293 1.550 0.930 7.780 9.335 241.558 181.170 8.951 5.351 108.305 $35,742.30 $0.00 $35,742.30
1 1 ~ ~ ~ 1 ( o e e t ~ 1 ~ /
~ I I I I e, d° ~ i' ,a f ~ INV NVQ\ / / Total Development Acreage 20.240(ac) N03ReductionfromBMP's(Ibs) 60.388
~ 1 e o ~ ~ o \ \ f I I ) I \ ,r ~ ~ \ m N I 145.28 , 1 I ~ e r 1 1, ? S?S, 145.28 \ \ \ °
1 II ~ ~ I ~ r ' \ 2 ~ } 1 1 d ~ C ? 8 ry S -C \ \ \ BMP TYPE \ TN REMOVAL RATE NOTES.
I / l r r 3 ~ s / II I l I ~ ~v ~ W \ \ \ ~ \ A WET DETENTI POND 25% \ \ B CONSTRUCTED ~ETLANDS 40%
1/ ~ I / ~ / \ \ \ ? 2 l 11 I W \e 1 1 s~• \ \ \ C OPEN CHANNEL P~CTICE 30% 26'~ ~ sj ~ RIPARIAN BUFFERS` 30%
I I / EXISTING / o o W e \ 1~~ i II } I / BURGER KING ~ Q~
all I 1 oar f \ FF I II ~ ~ ~ / I aQ~ ~ \ - • ~f F`~C ,R8\ \ E \ VEGEWITH DLEVEL SPR\RIDER Zn% \ ~ A9
\ \ \ \ ~ \ \ DRAINAGE NOTES:
I ^II ^ J { v. IV~ AND TE SA TRUSTr` \ N IIWII W/ ~ r l l W \ s
2 I DB 284 PG 416 ~ \ ~ I II I s I t o~ \ a ~ Y II PIN 26 3-09-8144 ~ \,Q \ \ \ ~°s \ LOT 3 SHALL BE FILLED AND GRADED TO
}ll I. ~ / / ~ 1 0 ~ ~ \ \ DRAIN TO THE PROPOSED STORM DRAINAGE
11 I' ~ ° ~ 1 t r y ~ ' \ \ COLLECTION SYSTEM WITHIN TOWNS CENTRE PLACE.
Ill I f / ~ ~ ~ ago .
~ _ f ? ~ ~ \ \ \ IN FUTURE PHASES UPON APPROVAL BY USACE & NCDENR
Il I 1 p8, C 2S„ ` _ ~ e o f f f f ~ wALE-c ~ ~ ~ \ ~ \ LOTS L2 & 6.7 SHALL BE FILLED AND GRADED TO DRAIN
I I 3 1 e ~ ~ ~ ..-149°' / \ ~ \ TO THE PROPOSED STORM DRAINAGE COLLECTION
1I \ Rca- ~ ~ J ~ e ~ I i \ \ \ \ I ~ r ~ J ~ ~ 2D ~ ~ SYSEM WITHIN TOWNS CENTRE PLACE.
1 _ ~ J1 7 e. ~ I _ /1~ ~ _ ~ 1 e r P~
1 11. _ - ~ , a .I \ I e . ~a
I Pao P\~ ~ I ^ LE L SPREADS AND \ ALL IMPERVIOUS AREA ON THE ABOVE SUBJECT LOTS / R \ SHALL DRAIN TO TOWN CENTRE PLACE. VEGETATIVE FILTE \
I .--'d NON-JURISDICTIONAL I ® ~ WETLANDS TO BE FILLED .pV~
I ~ I I I a P~ R~,% \ / , la \ \ \ GRASSED FILL SLOPES CAN SHEET DRAIN TO THE
1 I o °o I A ~ WAL ~D ADJOINING PROPERTY. / I 1
D / 1 I I ~i Z g ~ EDP- e\ \ LOTS 4.5 SHALL DRAIN TO THE PROPOSED DRAINAGE
I rCH ~ DRAINAGE FLOW / I I ° l )
I ~ t / DP-25 I ~ ~ \ SYSTEM LOCATED WITHIN DRAINAGE AND UTILITY INV=14s,4o \ \ ~ \ EASEMENT'C'.
I ' ) / ~ ~ / - / I V=145.90 \ \ \ \
1 t ~ 11 • \ , \ 1\ ~l'
I FOC j ~ ! e 11 t I STUB I ~ i \ ~ THE DRAINAGE FROM LOTS I.7 UPON COLLECTION l ~ ~ I \ \ \ ` tS` SHALL DRAIN INTO THE WATER QUALITY POND
I ~ 4 0 ~ \ LOCATED ON LOT 8.
l I l~ SED 2 ~ 1 ~ 1 / 0 ORAINq~ ~ 1 ~ ~ f / a,, : / \ ~ \ \
I 11~ ~ & unun~ / l 3 l E~+rT~ \ /
IIW ~ ~ 1 2 1 ~ ~ i 1 ~ ~ ~ \ \ \ \ GRASSDA
I 1 ~ ~ ~ ~ _ \ C S \ x~ \ \ ~ , \ ~i\ \ DEPTH .M"
I ti ~ / WETLANDS PROTECTIO 1 ITCN e tN ~ 1 D ~ I ~ ( , ~ FENCING (TYP) I ~ COL 'D 's~~2 \ \\s'\\ \ (MIN) 1 ~
1 w ~ ~ II 1 ~ ~Q / CONCRETE ANTI-SEEP 3.5' 1 ' K, ~ ~ \'so\\ \ ~ COLLARS (3) REQ D ~ ' \ \ STRAW W/ NET •g•
Q\ \ \ TEMPORARY LINER 4' X 4' X 12" THK. ~ ? \ I , ~
II ~ / ti~ ~ 1 I ~ ~ 1
I ~ ^ ° ~ / e ~ e I a ~ e ~ \ I ~ 2 ~
I ~ a ~ ~ WATER QUALITY POND ~ ~ , \~a ~ VEGETATI VE SWALE DETAIL
I ~ 1 Y WITH FORBAY AND , s ` ~ \ SEE TABLE BELOW FOR DIMENSIONS
° g/ 1 e I I O o ~ 1 e\ I ~ EMERGENCY SPILLWAY .A ?
~ ~ ~ ~ I II \ ~ i~ n ~ ~ / / \ I h ~ NORMAL POOL AREA ~ 92 ~ \ SWALE TABLE
I ~ I a o WETLANDS PROTECTION ~ ~ m ~ I ~ ^ ELEV 146.50 ` \yc \ \ 148-'' I ^~0 1.42 ACRES ? F~ \ \ SWALE QED N "B" M S DEPTH VEL.
I FENCING (TYP) Q I ~ ~ e e I ~ a ^ ~ \~G ~ V\\~~~ \ (CFS) (FT) (FT) (FTISEC)
o e I F / e O ~ ` ~ \ ~
~ I I JURISDICTIONAL I ~ ~ I J WETLANDS TO BE FILLED P,~ EDP-1 OA "r I ? ~ \ A 35.5 0.035 3 3 0.05 2.6 1.2
1 I ~ ~ ~s ~ _,Aa II ~
l~ ~ ~ ~ P~~ ~ / ) 11Aa ~ ~ A , oR W I N^ ^ 8 ~ F~ l \l~ \ B 40.7 0.035 3 3 0.05 2.8 1.3 0 ` \?i~,\ \ \ \ ~
I ~ ~ , / ~ ~ ~I o^ N^ ~ ? \ ` C 9.76 0.035 3 3 0.2 1.1 1.5 ~ h \ ~ \ \ \ D 0.14 0.035 0 3 0.2 0.3 0.5
/ I ~ / ° °
I \ / ti I ~ 9cF ~'¢a~ ~ ~ ~ ` \ E 0.14 0.035 0 3 0.2 0.3 0.5 \ X48, ? I r`~^ 14214 ~ ? \ 1 \ \
~ I 5 e I a ~o ` r„ ~ 144 1 5 146 ~ ` ~ ` \
t U _ -0 ~i \ \ \ \ N I 147146.5 CLASS 'A' ? ~ 0
) I ~ ~ tae- STONE \ ~ \
I 3 > ^ ~ ~ ~ 9~ i ~y~ GRAINAG I 148 _ 146. _ / _ _ 'A)NAGE Fla ,..._.__....._-146......: - 144' 43 ~ ` \ W 145.142 ? ~ \VA
ti I I Z °~a s ~ h ° _J' ~ ti E FIGW G f I Q 150- 24" RCP t^0 G A
e° I 5 ~~,p ~ , °-0 ~ ~ 1 ~ ~ ~ n ~~`t% ~ V~.A \\\A
? J )J ) ,5 ~ ~ 9 ~ ~I ~ ~ 1 \ \ v ? \ v
• I fr / v 1 F ) , I i a. 1 SWALE-A o I ~ it ~ FLOW V~~ \~\\~\A\
I Ill 1 n, f I ~ ~ ~ I'~ ~ ~ PATH \ \ \ a
I L ~ ~ ~ \ ~ ~ ~ I I
~ f EDP-11 EDP-11 ~ -ia8•.... ~ ~ ~ r \ \ \ \ \ \\~VA ~ ,v
I LITY ESM 1 / 8 I j ~qGe F SWALE-B
J o ~ / ` ~GW ~ 0' DRAIN & UTIIJTY ESMT "C" - - - J - - J i;; ~ \ v A i\ VA v
I ` f I I ~ W / ~ °~.o. ~ i I l ` 1GRASS LINED SWALE 36. RCP ~ , FILTER STRIP TO BE \ \ 1\ o`~'\\
( II ~ ~ 1 a 1 .m 0 ,Port - - I \ BERMUDA SOD 32'132' \ ~ ~ \ 1
I 11 o ~ l 3 - - - - - - - - 1 ~ • ~ ~ l \ ~ ~ A\~~~\VA
~ I ~ 4 ~
l 1 °Q ~ ' ~ Q 20' WIDE EMERGENCY • \ \ \ \ . \ ~ \
I ~ ~ / o°' ~ / WETLANDS PROTECTION o ~ SPILLWAY EL=149.10
I I - ~ I,;°,:.:,.,• i~ / ~ ° / FENCING (TYP) I ~ i W
/ I ~<i ~s , s ~ 4 ~'~8~ \ r \ ~
I ~ a ~ I ~ ~ ~ ,
~ ~ ~ o~ I ~
> ~ ~ 5., I \ \ ~ l\
I ~ ~ \~P 1 i~:1 ~ Q.P I \
<'.,I 1 I ~ I EXISTING WETLANDS TO
REMAIN UNDISTURBED ~
'r;r l I a , ®s ~ ~ v ,
~ ~ - EXISTING WETLANDS TO ( ~
- REMAIN UNDISTURBED I 3 ' ~
<r.,.., I 2 sti' , 20 RAIN &,CITILITY E T ` ~ ~.r. I I ~ ~ o
I - - - - - - ~ ~ ~ o~ ~ °ti L _ -PROPOSED 10' DRAINAGE & UTILITY ESMT _ i _ ~ _ ~ (i ~ B
~ L - rl - - - - - - - - - - - - - - ~ 9
' I ' I , ~~~~~y~ 9,L ti f
1 `p ~ ~ ~ 4` ~-148-' `f ~ .v ~ _ NOO'11'03"E 1453.89' I I "`-148--. \ ~
111 r A~ ~ 50 0 50 100 15i
I. ~ ~ I ED -1 P:\03PROJ\4062\4062-LDDT\dwg\4062B-CDNST-4-22-10dwg.dwg 4/23/2DiD 4:38:34 PM EI
n~ _
nevlslon vate -D Date 1 " = 50~ AprU 2010 03-4062B
Herring-Sutton & Associates, P.A. Sml*thfield Business Par
10180 Park Overall Stormwater Scale : Map No.
Engineers -Surveyors -Planners 16 Management Plan
W i eld Township Johnsto 2201 Nash Street NW Wilson> North Carolina 27896 [phone] Sml*thf
5 t O n Co., NC Sheet No. sWMP-3 of 6

0~
0~ ~0 NEUSE RIVER BASIN SCHEDULE
p~ ~~0 ACTUAL IMPERVIOUS CALCULATIONS and OFFSET PAYMENT SMITHFIELD BUSINESS PARK
US HWY 70 BUS. ~ } ®J t `1 ~ f ~7 7r yJ Herring-Sutton 8 Associffies, P.A.
1 / ,L Z Prepared by RON SUTTON
5124112006
I g r~i a °jr~y ~ ~ \ \ DB 10f 0 DB 1067 P 178
Actual Actual Act. Act. Undisturbed Managed TOTAL N03 N03 TOTAL N03 TOTAL Excess UNDISTRIBUTED DISTRIBUTED DISTRIBUTED
\ ~ l ~ \ 11 ~ ~ Lot# Acreage Imperv. Imperv. N03 Loading (Ibs)(27.2)Undisturbed Open Space N03 Loading Managed Open N03 Loading Loading wlo Actual Reduction Loading N03 N03 Excess Actual Offset Offset Credd Actual Onset Area(%) Aree (ac) Open Space (act (Ibs)(0.6) Open Space Space (ac) (Ibs)(7.2) gMP's (Ibs) BMPS Factor vrith BMP's Ibsledyr Ibslactyr N0316s payment Payment Payment AREA(%) AREA(%)
/ / 11 \ \ - ~ \
~ 1 1 11 1 R _ ~ \ I l 1 \ ~w \ 1 1.110 70.000 0.7T/ 16.472 20.000 0.222 0.133 10.000 0.111 0.133 16738 A 0.750 12.554 11.310 7710 8.558 b2,824.80 $2,824.80 2 1.310 80.000 1.048 22.218 10.000 0.131 0.079 10.000 0.131 0.157 22.454 A 0.750 16.841 12.856 9.256 12.125 $4,002.90 $4,002.90
~,-9 l 1~ 1 ~ 11 ~ 1 ~ \ V elm 11 ~ \ 3 1.610 80.000 1.288 27.306 0.000 0.000 0.000 20.000 0.322 0.386 27.692 A 0.750 20.769 12.900 9.300 14.973 $4,940.10 $4,940.10 q 2.970 70.000 2.079 44.075 7.800 0.232 0.139 22.200 0.659 0.791 45.005 A 0.750 33.754 11.365 7.765 23.062 $7,609.80 -$874.50 $6,735.30
l 11 ~ Ill ~ 1 ~ \ ` \ 1 I \ 5 3.500 65.000 2.275 48.230 25.000 0.875 0.525 10.000 0.350 0.420 49.175 A 0.750 36.881 10.537 6.937 24.280 $8,012.40 $8,012.40 6 1.800 70.000 1.260 26.712 5.000 0.090 0.054 25.000 0.450 0.540 27.306 A 0.750 20.480 11.378 7.778 14.000 $4,620.00 $4,620.00
I 11 I 11 I ti o ~ \ ~ \ 7 1.790 70.000 1.253 26.564 0.000 0.000 30.000 0.537 0.644 27.208 A 0.750 20.406 11.400 7.800 13.962 $4,606.80 $4,606.80 8 4.800 0.000 0.000 0.000 0.000 0.000 100.000 4.800 5.760 5.760 A 0.750 4.320 0.900 -2.700 -12.960 -$4,276.80 $4,276.80 $0.00
~ I 1 Ill I \ ~ ~ \ I ! o \ I $ ~ EXIST I ~ \ R/W 1.350 68.900 0.930 19.716 0.000 0.000 31.100 0.420 0.504 20.220 A 0.750 15.165 11.233 7.633 10.305 $3,402.30 -$3,402.30 $0.00 20.240 10.910 231.293 1.550 0.930 7.780 9.335 241.558 181.170 8.951 5.351 108.305 $35,742.30 $0.00 $35,742.30
I + I , BLDG I ` ~ \ \ I ~ I ~ I 11 I _ _ ~ \
~ I ;~l I I ~ \ \ Vic~tY ~P ~ I I ~ I \ ~ _ ~1 1 \ \ s \ \ \ ~ f 1 ~ ~ ~ d'. \ \ I ~ ~ 113 1 \I 1 l ~ \ ~ o ~ \ \ \
Not to Scale \ \ \ \ ~ / 11 I o o \ ~ \ \v ~ f / 1 1 l ~ hF s ~ . \ ~ Total Development Acreage 20.240 (ac) N03 Reduction from BMP's (Ibs) 60.388
\ V f I 1 1 f SSA HOLDINGS I, LLC ~ 0 0 ~ V \ \ s CB_~ ~ ~ \1 1 l ZONE B-3 , 9y ~ y ~7f~ ~ \ ~
\ ~ ~ ! ~ DB 2525 PG 259 q \ I ~ e \ / ~ PIN 2603-19-DD46 1 \ ~@\ \ °a ~ BMP TYPE TN REMOVAL RATE NOTES.
i ~ \ \ / \ ~ \ ''ti~°' A WET DETENTION POND 25% \ `0~' ~~iik5 B CONSTRUCTED WETLANDS 40%
1 \1 ~ 1 ~ ~ ~ ° / tea, v F / . \ p kg_ C OPEN CHANNEL PRACTICE 30%
r ~ a „ /1 1q~.__. D RIPARIAN BUFFERS 30% ~ e 0 E VEGETATED FILTER STRIPS 20%
I ~ ` /o ~ 2~ ? ~ ' ~ y ~ \ \ ,wee ~ 1~ `a ~ III ~ ~ \ ` ~ i ~ ~ i \ \~y~, \ ~~~w~~e` ~ ~.1~''^N9~ ~ WITH LEVEL SPREADER
1 t ~ S \ \ \ \ \ ~ 151"'
~ r,~ ~ \
I I I \ ,r . ~ woe INV \ I \ `a ~ ~ o I ~e R \ 145.2 \ \S N F \ \
\ \
~ ~ r / 8 .~I ~ co F W ~
I I f 1 ~ t ~ ~ ~ 2s r W ~ \ I I 1 / EXISTING o ~ W ? CO ~ \ ' 1¢' ~ ~ ;'>zs "
I a 1 f 1 BURGER KING / y? ~W ` ~ 0 ~ F ~ \ ~ l ~ I III I oQ z ~ FNc ~ ' ~ ? 's~~s s~ ~ ~ \ WATER LINE NOTES:
1 S d' o ~ ~ P F
1 I a j f IV,1~ AND TER SA TRUSTI \ ~ CO \ ~ \ I i W II ZON B-3 9Y / 0. s ~ \ I I f ~ DB 284 PG 416 / ~ ~ A ~ \ ~ \ \ EXISTING 6"0 AC WATER LINE IS LOCATED APPROX.
1 ~ I ~ II PIN 26 3-09-8144 ~ ~ ~ ~ A 1 IST MH ~ ~ ~ UI v ~ GG Av ~ l~` fi0P 48.8 9 \`~S \ \ 10 EAST OF EXSTING 10 SAN. SEWER LINE PER TOWN
foP tsl.za7 3 ~ ~p 0 I v w 1 _ ~ M \ * ~ ~ \hf \oye ~ \ ON~,\462°~ ~~ti\1 OF SMITHFIELD UTILITY DEPARTMENT.
INV our CB 7+ 1 f . y (p0 ~ i I l~ \ @ ~ ~ CO - - CO DI-16 \ 1 ~ \ ~ e RFC ~
I I ~ ?S I f ~ ~ ~ \ CONNECTION TO EXISTING 6"0 AC WATER
1 I ~ ~ W 30 I ~ x,49-- 3 I l~ f \ ~ 0p ~ \ ~ , , t
,s I ~ ~ ~ I / ~ LINE TO REMAIN IN SERVICE UNTIL NEW 8"0
` ~ \ PVC WATER LINE IS COMPLETED.
1 ~ ~~6m ~ ~ ~ LE SPREAD AND \
1 NON-JURSDICTIONAL ~ ~ ~ ~ / t1 WETLANDS TO BE FlLLED J~/~ vEGE T1vE\IL ~ \ ONCE NEW 8"Q~ PVC WATER LINE IS IN SERVICE
1 1 t co c;`~ ~ I c6-to I Ip n~ '
1 ~ ~iP~/ ~ \ ~r,~ CONNECT CONVENIENT STORE TO NEW LINE.
1 ~ DIT~~ ~ 6 I cH / I \ \ 1~ \ \ I , ~'y \
13 v ~a 1 _ ~ I ~ ,N~_,~,~ ~ ~ ~;e1 \ AFTER NEW SERVICE ON 8"0 PVC WATER LINE
~ ~ f I I 1 ~ v=145so ~
1 S ~1 j . / d 1 ~ ' FOC f FES-14 , -'x'90 ~ e '\e ~ ARE ESTABLISED, PLUG EXISTING 6"0 AC WATER ee ~ \ LINE AT R-O-W AND ABANDON REMAINDER OF
1 sTUB ~ . 1
W U 1 \ PROPp~ U ~ J I ~20'~ \ C T
~ DRAINAGES ~ ~ ~ 1 IqB~ 48 I ~ e e~\ e\~\ \ EXISTING 6"Q~ AC WATER LINE . ` \
1 I ~ ~ ~ USN ~fi~ ~ ~ a 1 I ~ ~ / e~ ~ \ \ e ~e \
I a 1 ~ ~ / I ~ / vJ ~ ~ ~ _Cµ ~ WETLANDS PROTECTIO \ C SEEP F ~ ~ \ \~s\
FENCING (TYP) f 1 o y ~ 0}~ ~ ~ CONCRETE A~ COL 'D y~F e \ e `\'1 \ \ CONCRETE ANTI-SEEP 3.5' 1 K. s 1 s \ \
J ry W ' ~ , EXISTING 6"0 AC WATER LINE - / f COLLARS (3) I ~ TO BE ABANDONED PER NOTE ~ t 4' X 4' X 12" COLLARS (3) REO'D ~ \ \
I o I ~ ;W ~ Y,. ~ o 4'X4'X12"THK, \ \ e\ \ / N s r %%%000\0' \ ~ \ ee \e\ \ \
I ? 1,Q' I I~ a WATER QUALITY POND ' ~ ~'o \e 1\e e ee~
~ ~ / I o ~ T , ~ r 1 ~ ,fig a } WITH FORBAY AND ~ s \i0 e \ I EMERGENCY SPILLWAY \ e~ \e e \
1 0 ~ ~ \ e~ ~ NORMAL POOL AREA i' \9~ ee eee\e~~ \
I ~ 7` 'ti WETLANDS PROTECTION ~ ~ I
1 ~ ~ ~ q ~ ~ / _ 148 I FENCING TYP ~ / f J if ( a-' ~ ~ ~ ~ 1.42 ACRES 9\~ ee eee e\ \e\
i~ ~ I f CB-9R ~ p ~ \ ' JURISDICTIONAL FES-5 CB T ~ ~ r' ~ ~ eeee \
~ B ' _ / WETLANDS TO BE FlLLED ee e~eeee~°e~ \ e. e
q 1 n F hN h^
~ ~ ~ ~ ~ 0~ ~ FES-10A ~ O eeeeee~e;\ \
\ \ ee\et\ \
~ ~ \ ~ / 148 2 2 I, ~ pw 1 d'. e ee \e \ \ \
I q / o I I 1 r ~b. N N I 147'x' 146 CLASS 'A' tS, , e • e\x e \ \ tae- STONE \ ~ ` e ~~~e\e \ \
\ ~ ~ I , ~ ~ FES-13 ~P~ 1 + , c ~ ` ~@. ~ CB-7RT y
! - y. 61 ~ ~ B 'B f 1 ~ a ~ ® ~150~ " W G 144'43 , e \ 142 ` ee e1~ \ \
I \ 1, ~ eAee\e~ ~.,v A\
1 ~ f~ ~ °w ~ L r - I F , / - - ~
I ~ r p E EM CB-2RT Cp CB-,3R / r - !k NDONED F RC MIN ~ 1~"qSS I I: 1 i~ \\V ~ ' PAOTH ~ ~ ~ eee\
1 6" l Os
1 10"d55~ ~DHE ~ ~ ~ 1 ~ ~ uTY ESMT 1aa s-r ~ eeeee\e\~ \ s-11 ~ ! ~
,I I l I I ~ pN f ` 30' DRAIN & UTILITY ESMT 'C"_ J ~ ~ \ A
II i ~ - 1 ~ f ~ ~ x \ 'SZ \
I , p l 1tCP isr I R \ ~ , FLTER STRIP TO BE ` \ e \ e~\ os'~ \ FA BERMUDA SOD 32'X32' \ ~ eee\ e
149.2 ~ I I 3 1 v w .ass I ~ A~
.8 137.799 7 co I 1 ~ I ~ FES-10B ~ ~ eei~~ eA\
I I / ~ 1 I 'R I t I 20' reDE EMEROENCr ` ~ \ e\1\\\e\ SPILLWAY EL-149.10 \ } e . ee e\ e\
/ 1 ~ I 3 / OTECTION I ~ I °°r... ~ f ,s' \ j FENCING (TYP) 746 e ee ee e\ \
I ~ ~ ' I f e el~ \
t I 9' \ a 1 f eee\\
..I ~ ~~2°F e eeer~ e\
1 f I °.I ~ C rl
~ <'I ~ e e\e~e~ e\\
~ \ 41 'C'AI I f s l d ~ p?;a~;; J EXISTING WETLANDS TO \ f eee e REMAIN UNDISTURBED ~ e \e\e\
~
r ~ ~ EXISTING WETLANDS TO 1 I r ee~~e\\~
I 1 ~ - REMAIN UNDISTURBED I I ~
y "j ~ ~ I ~ R® 0' AI tl TY E T 4 20' DRAIN & UTILITY ESMT i~
P"' • ~ I ~ ~ ~ PROPOSED 10' DRAINAGE & UTILITY ESMT ~ i~~y~o - - ~ ~ OOZY
la 2 A /~0
I 1 - ~ \ _1 ,-1as- "f ~ ~ - ~S_ N00'11'03"E 1453.89' - . f 9y~ti
d- \
I I # i r
I l
I I I~ I JOHNSTON COMMUNITY COLLEGE I I I ZONE 0&I I
I 1 DB 756 PG 167
I~ I I PIN 1693-88-8158 1= 111, 1
80 0 80 120 18i
P:\03PROJ\4062\4062-LDDT\dwg\4062B-CONST-4-22-10dwg.dwg 4/23/2DiD 4:38:34 PM EI
~ n~ _
nevlslon vate -D Date AprU 2010
E Herring-Sutton & Associates, P.A. Park PRELIMINARY PLAT Scale : Map No.
_ : . Smithfield Busines S~t s Par
- Engineers -Surveyors -Planners DRAINAGE & UTILITY 1 M = 60. 03-4062B
i eld Township Johnsto 2201 Nash Street NW Wilson> North Carolina 27896 [phone] Sml*thf
g t o n Co., NC PLAN Sheet No. U'-1 of 1

POND LANDSCAPE LEGEND
/ \ ~ ~ \ P ~ ~ KEY QTY SCIENTIFIC NAME COMMON NAME PLANTING SIZE CATEGORY TYPE
~ ~ ~ ~ \ \
/ \ / Rgp g Betula nigra River Birch 1 gal. TREE (LARGE) DECIDUOUS
6m LEV ~ SPREAD R AND \ \ /
VEGETATIVE FILT \ / \ WRO 8 Quercus nigra Water Oak 1 gal. TREE (LARGE) DECIDUOUS
\ / ~ \ \ gTg 28 (MIN.) Callicarpa amercicana Beauty Berry 1 gal. SHRUB (SMALL) DECIDUOUS
~ cA \ \ \ \
` \ ~ \ / \ \ ~ \ CRF 522 (MIN.) Lobelia cardinalis Cardinal Flower Bareroot or 2" Plug HERBACEOUS PERENNIAL
~ ~ ~ \ ~ ~ \ \ \ BLU 550 (MIN.) Lobelia siphilitica Blue Lobelia Bareroot or 2" Plug HERBACEOUS PERENNIAL
EDP-25 ~ ~ \ \ - ~ \ \ \ \ SMW 550 (MIN.) Asclepias incarnata Swamp Milkweed Bareroot or 2" Plug HERBACEOUS PERENNIAL
La-8 ti \ \ EDP SFR 550 (MIN.) Juncus effusus Soft Rush Bareroot or 2" Plug HERBACEOUS PERENNIAL
W=4 \ \ \ \ LZT 550 (MIN.) Saururus cernuus Lizard's Tail Bareroot or 2" Plug HERBACEOUS PERENNIAL
T=2' CLASS 'B' STONE \ L°=2 \ _ , ~ \ \ `Y \ (10 SQ. YDS. TOTAL) W-? , , \ ARH 550 (MIN.) Sagittaria latifolia Arrowhead Bareroot or 2" Plug HERBACEOUS PERENNIAL
T=2 CLA ~ ~TO~ \ \ \ \
INV=146.40 \ \ \ ~ \ \
INV=145.90 \ \ \ \ \ \ \ \ ~ \ \ \
\ \ rn \ tie \ \ \ \
\ \ ~ \ \ \ ~ \ 20'
~ \ NOTE. \ C9
- SHADED AREA TO BE ~ ~ \ 1 _ \ \ 2' ~ BTB (TYP)
_ LANDSCAPED PER TYP \ \ \
1 ~ SHELF PLAN ING DETAIL \ \ CONTOUR EL. 147.00__ _ ~~~I~' I '~Il~' CRF
A8 \ \ \ \ \ l ~ SEE DETAIL ~ HIS SHEET \ o \ \ \ a ~ I I I I N~ I I I I I I I I
\ \ \ \e \ \ \ BLU
\ o \ \ ~ I ~ I ~ I ~ I ~ I ~
A \ \ \ SMW
\ \ s, \ NORMAL POOL EL_147,00 0 _~_-I__-__~__~-_I_-__~__~__I-__
\ \ \ - s ~ \ \ \ COL - \ o ~ \ ~ \ \
_ ~ \ \ ~ \ s \ CONCRETE ANTI-SEEP 3.5 1 ~ \ o \ \ SFR
s \ \ \ \ \ e \ \ . I I I I I
COLLARS 3 REQ D ~ \ \ \ , \ \ ~ \ \ ~ ~ \ - - - LZT
~ ~ e \ 4 X4 X12 THK. \ ~
~ ~0 ~ \ \ \ \ \ ~ I I ~ I I ~ I
~ ~ \ \ - \ \ \ ~ CONTOUR EL. 146.00 _ ~ ARH
~ ~ ~ \
N s ~ p,,, ~ ~ \ \ \ ~ \ ~ \
s ~ _ \ \ \ WATER QUALITY POND
~ ~ ~ \ \ \ \ \ ~ WITH FORBAY AND , s~~=~ ~ \ \ \ TYPICAL SHELF PLANTING DETAIL
\ \ EMERGENCY SPILLWAY \ \
\ \ \ \ ~ o ~ \ \ ~ (TYPICAL PER 20 LINEAR FEET OF POND SHELF)
R ~ \ \ e \ \ \ \ NORMAL POOL AREA ~ \ ~ \ \ \ SCALE: 1 "=4'-0"
• ~ ~ _ 9i i \
ELEV 146.50 \ \ \ y \ \ \ i \
\ g-' "~0 1.42 ACRES \ \ \ -14 ~ ~ ~ \ \ \ 0
d- ~ ~ \ \ \
\ \ \ \ G ~ e\ CONSTRUCTION NOTES
~ ~ \ \ \
~ ~ \ \ \ \ \ \ \ r ~ \ \ \
~ \ \ ° \ \ L CONTRACTOR TO FULLY FAMIALARIZE HIMSELF WITH THE CONSTRUCTION PLANS AND
\ \ . ~ \ \ \ REQUIREMENTS PRIOR TO COMMENCING CONSTRUCTION OF THE WATER QUALTIY POND
~ \ AND LEVEL SPREADER WITH VEGETATED FILTER STRIP.
~ ~ e ~ ~ \ \ ~ 2. CONTRACTOR SHALL OBTAIN ALL PLANTS, SHURBS AND TREES FROM A NURSERY THAT \ \ ~ SPECIALIZES IN WETLAND PLANTS AND THAT IS APPROVED BY THE NCODT.
_r 208,950 SF \ \ \ \ \ \ \ \ ~ 3. ANY PLANT SUBSTITUTION SHALL BE APPROVED IN ADVANCE BY THE PROJECT
~ ~ ~ \ \ ~ 4.80 AC \ \ \ \ \ ~ ENGINEER IN WRITING.
~ \ \ \ rn ~ ~ DENOTES AREA OF POND \ \ \ \ ~ 4. ALL PLANTS, SHURBS AND TREES SHALL BE OF GOOD QUALITY AND HEALTHY. V \ ~ \ 5. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT THE EXISTING
~ ~ ~ _ TO BE SEEDED WITH \ ~ \ \ \ \ \ WETLAND AREAS ADJACENT TO THE WATER QUALITY POND SITE AND SHALL MAINTAIN
f cn ~ Z 142 ~ _ BERMUDA \ \ 8~.. ~ 143 \ \ \ \ SAID PROTECTION THROUGHOUT THE LENGTH OF CONSTRUCTION.
144 \ \ \ \ 145 \ \ \ \ \ \ 6. EXCAVATION SHALL NOT OCCUR DURING WET OR SATURATED CONDITIONS.
° 146 _ \ \ ~.,~s ~ ~ \ \ \ \ \ ~ 7. CONTRACTOR SHALL ALLOW FOR SOIL FLUFFING AND AHDERE TO FINAL DESIGN \ \ \ \ GRADES FOR THE SITE.
146.5 \ \ ~ \ ~ CLASS A \ ~ \ ' \ \ O \ ~ \ 8. ALL SLOPE AND VEGETATED SHELF AREAS SHALL HAVE A MINIMUM OF 4 INCHES OF
N 147 148- ~ \ \ ~ STONE \ \ \ CA EITHER ON SITE OR IMPORTED GOOD TOPSOIL APPROVED BY THE PROJECT ENGINEER.
\ \e 148 \ ~ \ \ ~ THE SOIL SHALL BE FREE OF STONES, STUMPS, ROOTS OR OTHER SIIvIILAR MATERIAL \ GREATER THAN 2 INCHES IN DIAMETER.
147-146.5 \ \ \ \ 9. CONTRACTOR SHALL TAKE SOIL SAMPLES ON THE NATURAL SOILS IN THE AREA AND
146--------- ~ ~ \ \ \ --145--44-----.`~ ~ ' ` ---1 143 _ \ \ \ \ HAVE TESTED DETERMINED THE RECOMMENDED SOIL AMENDMENTS FOR THE SITE
- ~ 142- i \ \ \ \ PRIOR TO BEGINNING THE LANDSCAPING PROCESS. SOIL AMENDMENTS SHALL BE ADDED \ AS RECOMMENDED BY TESTING SUBJECT TO THE APPOVAL OF THE PROJECT ENGINEER.
~ I, THIS APPLIES TO ALL SLOPE AND VEGETATED SHELF AREAS.
I' ~ \ 10. THE pH OF THE SOIL SHOULD BE BETWEEN 4.5 AND 7.0 IF THE pH FALLS OUTSIDE OF THIS
~I ~ RANGE IT MAY BE MODIFIED WITH LIMESTONE TO INCREASE pH OR IRON SULFATE AND
EDP-11 11 La=18 I I SULFER TO LOWER pH. THE LIMESTONE ORION SULFATE MUST BE MIXED UNIFORMILY INTO THE SOIL PRIOR TO PLANTING.
W=9' I I ~ , ~ 11. THE CONTRACTOR SHALL PLACE 1 TO 2 INCHES OF GRADE "A" COMPOST MATERIAL IN
FLOW l T=2 CLASS B STONE I~ ~ l THE VEGETATED SHELF AREA AND EITHER SCARIFY OR CORE AERATE INTO THE TOP 3 TO
20 S .YDS. TOTAL ~ PATH ~ ~ ~ 4 INCHES OF TOPSOIL. IN ADDITION THE REMAINING BERM OR DIKE SLOPE AREA SHALL \ \ BE TILLED AND AERATED TO PROVIDE PROPERLY PREPARED SEED AND PLANT BED.
ii \ ~ 12. SOIL ADMENDMENTS SHOULD BE ADDED AT THE END OF THE SITE DEVELOPMENT
I I -14g_ \ i i ~ \ \ PROCESS TO PREVENT SEDIMENT FROM ENTERING THE WATER QUALITY POND. PRIOT TO
f f r • I ~ • \ \ \ \ \ ADDING THE SOIL AMENDMENTS ALL EXCESS SEDIMENT THAT HAS ACCUMULATED IN
1 \ jl , ~ THE POND SHALL BE REMOVED BY THE CONTRACTOR. \ \ 13. ONCE THE SLOPE AREA HAS BEEN PREPARED THAT AREA SHALL BE SEEDED WITH
1 \ COMMON BERMUDA GRASS. COMMON BERMUDA GRASS SHALL BE APPLIED AT A RATE
1 \ \ OF 60 LBS PER ACRE. PLANTING SHALL OCCUR BETWEEN JUNE 15 AND AUGUST 15. IF
00 ~ THIS TIME TABLE CAN NOT BE ADHERED TO THEN A TEMPORARY SEEDING SHALL OCCUR \ ~ AND BERMUDA GRASS PLANTED IN THE NEXT PLANTING SEASON.
CP i FILTER STRIP TO BE 6 R ~ 3 _ , 14. NO TREES OR SHURBS SHALL BE PLANTED WITHIN 10 FEET OF AN INLET OR OUTLET PIPE.
~ ~ -BERMUDA SOD 32 X32 o, , 32' ~ 15. ALL PLANTS, SHURBS AND TREES SHALL BE PLANTED IN ACCORDANCE WITH THE
000 ~ ~ ~ ~ ' C~ , ATTACHED PLANTING SCHEDULE.
1 \ ~ 16. UPON PLANTING ALL PLANTS SHALL BE WATERED BY THE CONTRACTOR FREQUENTLY TO PREVENT AGAINST THE SHOCK OF BEING TRANSPLANTED AND REDUCE PLANT LOSS.
l ~ 17. ALL WETAND PLANTS, SHURBS AND TREES SHOWN ON THIS PLAN ARE SUBJECT TO A 2
~ YEAR REPLACEMENT WARRANTY BY THE CONTRACTOR. AT THE END OF THE FIRST AND
\ SECOND YEARS OF WARRANTY THE CONTRACTOR SHALL CHECK ALL PLANTINGS AND REPLACE THE ONES THAT HAVE NOT SURVIVED.
• 20 WIDE EMERGENCY • SPILLWAY EL=149.10
ti
80~ 0 80~ 60~ 90~
P: \03PROJ\4062\4062-LDOT\dwg\40625-CONST-4-22-10dwg.drvg 4/23/2010 4:38:34
w . . w ~ 11-
nevlslon vate ~ Date Apni 2010
Herring-Sutton & Associates, P.A. Smithfield Business Par
Park W P Landsca a Scale : Map No. 1" = 30' 03-4062B
oti..~Engineers -Surveyors -Planners
"''-.~,~F'~:'SV,.•'' 2201 Nash Street NW, Wilson, North Carolina 27896 [phone] Smithfield Township Johnsto g t o n Co., NC Plan ~ Sheet No. sWMP-5 of 6

\ ~ \ \ \ \ 1k6y
\ V p1
~ w~ \ ' 0- - \ \ 'p 15
f ~ ,5~----
f ' % \ ~ > \ ~ / \
145.2 ~ \ \ \
~ ~o~~~`` \ \ \ \ \ hF \ \ ~ \
\ \ \ \
~ \ e \ \ \ \ \ \ \ \ \ ~
\ o e \ ,Q\ \ \ yF e \ \ s , so \ \ \ \
~ ~ FFN \ ~ ~ \ \ \
- CF \ \ u9 \ \ \ WATER QUALI TI' POND SUMMARI~
~co \ ~ \ \ DRAINAGE AREA: 16.81 AC.
0. 6 \ aoti \ ~ \ \ ~ ~F \ ~ POND INVERT: 142.00
~ CC ~ e 'u \ \ \ \ ~S2 \ 78,5225 e., \ \ \ \ RISER TOP: 148.00
~ \ \ \ \ \ 1.80 AC ~ ~ er \ \ \ \ SEDIMENTATION-EROSION CONTROL RISER INVERT: 146.00 NORMAL POOL: 146.50
~ CO \ \ RISER DIM.: 3,0'x3.0'
~ \v \ CONSTRUCTION SEQUENCE TOP OF POND: 151.00 BARRELL DIA.: 18"~
~ f \v \ 1. OBTAIN COPY OI ~ ~ \ )BTAIN COPY OF APPROVED SEDIMENTATION EROSION CONTROL PLAN AND CONTACT INV. INTO POND: 146.00
ag~' F / ~ \ \ \ LAND QUALITY A AND QUALITY AT [phone] PRIOR TO INITIATING LAND DISTURBING ACTIVITY. SA REO'D: 29,290 SF SA AVAILABLE: 59,190 SF
2. INSTALL TEMPOf NSTALL TEMPORARY CONSTRUCTION ENTRANCE AND SILT FENCE AS SHOWN. 6" DRAWDOWN PIPE INV. 146.50
r S~~ ~m11 ~ 2D \ \ \ \ r E/6 \ \ ~ \ CONSTRUCT WATER QUALITY POND. EMERG. SPILLWAY INV.: 149.10
d~ / \ \ \ \ 5. CONSTRUCT WA r \ \ \ / \ \ \ \ 6. INSTALL THE ST NSTALL THE STORM DRAINAGE SYSTEM AS SHOWN AND INSTALL INLET PROTECTION
/ LE SPREADEf~ AND ,ROUND CATCH BASINS AND DROP INLETS AS THEY ARE BUILT. DURING THE
Pao VEGE TIVE FILTE \ AROUND CATCH ./y~/ / \ 6® \ INSTALLATION Of JSTALLATION OF THE STORM DRAINAGE PIPE, USE PLYWOOD AND STONE FILTER PIPE
~ / ~ A \ e \ \ ~ e T THE END OF EACH DAY FOR ALL PIPES UNDER CONSTRUC110N. UPON
p~' EDP-25 ~ \ \ \ AT THE END OF Pia// / _ . \ e e\ ~
o~ / La-8 ~ ~ ~ \ \ ~i \ INSTALLATION Of W=4' 1 \ / / \ \ JSTALLATION OF FLARED-END SECTIONS INSTALL ENERGY DISSIPATION PADS.
T=2' CLASS 'B' STONE \ \ 7. UPON DISTURBIP e ~ / \ JPON DISTURBING AN AREA, CONTRACTOR SHOULD GRADE THE DISTURBED
f (10 SQ. YDS. TOTAL) \ ~ \ AREA TO DRAI / EDP-26 AREA TO DRAIN IN APPROPRIATE CB OR DROP INLET.
INV=146.40 \ , \ 8. PLACE BLOCK A / INV=145.90 L°=2 'LACE BLOCK AND GRAVEL INLET PROTECTION IN PARKING AREA AFTER CURB IS
®,a FN W=2' ,j, \ POURED & GR POURED & GRATE IS SET.
~ e T=2' C SS 'A' ST NE \ \ a 1`~ v ~ ~ \ 9. MAINTAIN ALL S MAINTAIN ALL SEDIMENTATION AND EROSION CONTROL MEASURES THROUGHOUT
/ ~ ~ \ ~ \ CONSTRUCTION CONSTRUC110N IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS.
~ ~~v \ \ e \ l o w ~ \ \ \ 10. ALL DISTURBEC ALL DISTURBED AREAS TO BE SEEDED WITHIN 21 CALENDAR DAYS OF COMPLETION 1/8" CORRIGATED ALUMINIZED
e\ e i OF LAND DIST OF LAND DISTURBING ACTIVITIES. FABRICATED TRASH RACK
~ \ " \ \ \ e\ \ \ e ~ rn ~ \ e \ \ 11. USE SEEDING A USE SEEDING AND MULCHING FOR PERMANENT SEDIMENTATION AND EROSION
~ p~ e ~ \ e \ CONTROL MEA' CONTROL MEASURES ON ALL DISTURBED AREAS THAT ARE PERVIOUS.
WETLANDS PROTECTIO C SEEP ~ \ y s> \ \ COL D e ~ 13. REMOVE SEDIMI REMOVE SEDIMENT ACCUMILATED DURING CONSTRUCTION FROM WATER QUALITY
FENCING (TYP) ~ ` ~ '~>s \ \ CONCRETE ANTI-SEEP 3.5 1 K. ~s ` oe POND AND LE'
~ \ ~ COLLARS (3) REQ'D ~ o ti , POND AND LEVEL SPREADER AREAS.
4' X 4' X 12" THK. , ~ ~ \A~ \ 14. AFTER SITE IS ~ ~ ~ ~ \ \ \ j e \ \ AFTER SITE IS PERMANENTLY STABILIZED REMOVE ALL TEMPORARY MEASURES,
e ~ ~o e \ \ ~ x \ 0
e / N A p,, ~ ~ \ \ e ~ ~ 's s~ ~ ~ \
J,r'`` WATER QUALITY POND ~ ~ a ~ \ \ \ ~ WITH FORBAY AND , s ~ ` \ \
~ \ EMERGENCY SPILLWAY A ~ e \ No. 4 REBAR
1 \ ~ ~ ~ \ e e \ NORMAL POOL AREA a ~9~ \ \ \ \
~ e \ \ \ f ~ * ELEV 146.50 ti9 \ ee ` \ 16"~ D.I. DISCHARGE PIPE
1 ~ - _14a- 1.42 ACRES ~ \ \ \ \ \ \ e
e r \ ~ ~ ~ \ \ r e \ ~ \ e \e ` \ PLAN
\ \ e ~ ~ \ \e e e \
\ w 8 \ e e \
~ ~ e \ ~ ~ ~ 208,950 SF \ e \ \ \
\ ~ o ~ e F h 4.60 AC \ e e \ \
~ ~ ~ \ ee \ ~ ~ \ ~ ~ e \
? f~ ,42 ~ \o \ \ 5 8,, 143144 ~ \ \ \ 145 ~ \ e FACE OF POND SLOPE
146 ` \ \ \ \
0 146.5 \ \ e a 147 CLASS A \ Rye e\ \ 14a STONE ~ \ \ \ 6" D.I. INVERTED 12" THK 3000 PSI CONCRETE 24" TOP RISER 148.00 VVERTED 7'-0" LG. X 3'-0" WIDE 30" 30"
14 \ \ TEE INLET -146.5 \ \ \ \ \ \ . :T ~8"
152,542 SF 4 ~-~-~~145---`=-"-`' \ ....144,43 3.50 AC 142 \ 1 e e e \ ~ \ 5'-0"~ 8" 3'-0" MIN. EW
EDP-11 ~ \ \ \ ~ A ~ _
' i ~ e \ e INV= 146.50 La=18 „ \ e \ \ \ \ INLET :x+'~+Y ~ 6" D.I. PIPE FROM POND 1/8" CORRIGATED ALUMINIZED 46.50 FABRICATED TRASH RACK
yy=g' ; ~ \ \ \ \ ~ \ I~ ~ \ \ \
T=2 CLASS B STONE j, FLOW e \ \ \ \ / \ (20 SQ. YDS. TOTAL) ~ PATH ~ e \ \ \ \ \ '
FES-23 ~ ~ ; ~ \ \ \ e 6" TAPPED PLUG 'ED PLUG 16"0 D.I. BARREL
! e \ V A `148-._ ~ V \ le A W~ 3"0 ORIFICE ORIFICE
I; 1 \ i A v
30' DRAIN & UTILITY ESMT "C" \ \ \ \ 4`' \ --------J r, l \ > ~e\
A ~ s~ \ " RCp ~ ~ FILTER STRIP TO BE \ ~ ~ \ os'\ ~ ~ \ DRAW-DOWN PIPE DETAIL
GRASS LINED SWALE 36 \ \ \ ~ S'. BERMUDA SOD 32'X32' \ \ \ NOT TO SCALE
S` ;1 ` \ \ e\ \ ~ \ \ 1\ . INVERT AT RISER 146.00
' ~ ~ ~ - - ° .'o '
e ~ e 2D' WIDE EMERGENCY • ~ ~ \ \ \
SPILLWAY EL=149.10 e \ \ e
Iq8 e ` \ \e \ \ 6'-6" x 6'-6"
\e\ CONC SLAB
\ \ \ e\\ e SECTION
F \ ~ \ e\ \ _ I \ ~ \ ,
OUTLET STRUCTURE DETAIL
NOT TO SCALE
1.0' CLASS "A" STONE TOP POND ELEV. 151.00 1.0' SEDIMENT STORAGE TOP POND ELEV. 151.00 1.0' THK CLASS "A" STONE
3'1 - - - - - - - - - - - - - - - - - - - -NORMAL POOL ELEV. 146.50- -TEMPORARY STORAGE ELEV. 148.D0 - - - - - _10:1_ g~ SPILLWAY WIDTH
10:1 TOP OF SEDIMENT 143.00 ?'1
J• ~ 1 ~ ~ { BOTTOM OF POND 142.00 _ 31 ~o: 20'-0" 3:1 SLOPE GRASS TOP EL. 151.00
BOTTOM ELEV.
f 149.10
FABRIC LINER J
SCALE: 1 "=20'
TOP POND ELEV. 151.00 1.0' SEDIMENT STORAGE
1 - - - - - - - - - - - - - - - - - - - iJORMAL POOL ELEV. 146.50- TEMPORARY STORAGE ELEV. 148.00 - 10.1 TOP OF SEDIMENT 143.00 EMERGEIVC Y SPI L L WA Y -SECTION THRU
3,• ~ NOT TO SCALE
BOTTOM OF POND 142.00
50~ 0 50~ 100 150
SCALE: 1 "=20'
P: \03PROJ\4062\4062-LDOT\dwg\40625-CONST-4-22-10dwg.drvg 4/23/2010 4:38:34
w . . w ~ 11~
CARP~Herring-Sutton & Associates, P.A. nevlslon vate ~ Date AprU 2010
~ Smithfield Business Par
10180 Park Scale : Map No. WQP Construction Plan 1" = 50' (U.N.O.) 03-4062B
Engineers -Surveyors -Planners
?;%F 2201 Nash Street NW, Wilson, North Carolina 27896 [phone] Smithfield Township -Johnsto g t o n Co., NC ~ Sheet No. SwMP-4 of 6