20090773 Ver 1_Stormwater Info_20090713

THE JOHN R. WADAMS COMPANY, INC.
?R11
Ch
0 9- 0 7 7 3
THE WOODLANDS
At Green Level Crossing
CAR Y, NORTH CAROLINA
STORMWATER IMPACT ANALYSIS
STORMWATER MANAGEMENT DESIGN
NITROGEN EXPORT CALCULATIONS
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park.
North Carolina 27709
2905 Meridian Parkway
Durham. North Carolina 27713
800-733.5646
919-361.5000
919361.2269 Fax
Charlotte, NC
5311 Seventy-Seven Cenler Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
wvAv.;ohnrmcadams.com
TOL-05060
Tiffany R. McCormack
Associate Project Engineer- Stormwater Management Group
James W. Caldwell, PE
Project Manager - Stormwater Management Group
Comprehensive I and Developinlent Design Setvices
We hill) ortr elierrts srrcreed.
17
THE WOODLANDS
Site Plan Storm water Impact Analysis
Storm water Wetland Design
Nitrogen Export Calculations
Project Description and Summary
Located on the northwest corner of the intersection between Mills Drive and Green Level
Church Road in Cary, North Carolina is the proposed residential development known as
The Woodlands. The project consists of 67.81 acres. The project is a single-family
residential community that includes necessary utility improvements. The site as it exists
(pre-development) is 100% wooded.
The proposed site is located within the Cape Fear River Basin and within the watershed
protection district for Jordan Lake. Therefore there is a post-development "low-density"
limitation of 24% impervious. Also, per the Town of Cary Standards, post-development
peak flow rates can be no greater than pre-development levels in the 1-year storm. If
there is an increase between pre- and post-development flowrates, then stormwater
detention is required for these storm events. The proposed development will cause an
increase in the peak flowrates in the 1-year storm event. Conclusively, stormwater
detention is required to reduce the post-development peak flowrates in the 1-year storm
events back to pre-development levels. In order to meet the detention requirements, 3
constructed wetlands are proposed.
Also included in the Town of Cary Standards is the control of nitrogen export to a
maximum of 3.6 lbs/ac/yr. In order for the proposed site to meet the limitations, the three
constructed wetlands work with level spreading flow through the 50' and 100' stream
buffers to reduce nitrogen export to an acceptable level. The calculations contained
within this booklet detail the total nitrogen export for the proposed site.
Please refer to the watershed maps included in this report for identification of the portions
of the proposed development that were included in this stormwater impact analysis.
Calculation Methodolog
? Using the Wake County Soil Survey, the proposed site contains a combination of
HSG C, and HSG D soils. Therefore, composite SCS Curve Numbers were then
calculated based on the relative percentage of these soils groups. These composite
curve numbers were then used in peak flow calculations. The soil survey map
from which the soils were determined for this analysis has been included in this
report.
? On-site topography is provided by GeoData Corporation and The John R.
McAdams Company, Inc.
? HEC-HMS by The United States Army Corps of Engineers was used to generate
pre-development peak flow rates in the 1-year events and post-development peak
flow rates in the 1-, and I00-year storm events.
? A composite SCS curve number was calculated the proposed site for both the pre-
and post-development conditions. Pre-development land cover conditions were
determined using survey and GIS information. The area of each cover condition
was measured in AutoCAD for use in the calculation of the composite curve
numbers. The post-development land cover conditions were taken from the
proposed development plan.
? Individual single-family lots are assumed to have 5420, 5650 and 5690 square feet
of impervious each depending on the sub-basin in which the lots are located.
? Rainfall data for the Raleigh-Durham region is from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth versus time for varying return periods in
the RDU region. Rainfall depths from this table were then input into HEC-HMS
for hydrologic calculations.
? For the 1-year storm rainfall data, the SCS Type 11 storm distribution with a
precipitation depth of 3.00 inches in a 24-hour period was used.
? The pre- and post-development times of concentration for the proposed site were
calculated using the SCS Segmental Approach (TR-55, 1986). Each Tc path was
divided into segments consisting of overland flow, shallow concentrated flow, and
channel flow. The overall time of concentration is the sum of the individual
segment times.
? The stormwater constructed wetland design calculations were performed in
accordance with the N.C. Stormwater Best Management Practices manual
(NCDENR April 1999).
? Nitrogen removal rates for BMPs in series were calculated serially. For example,
a constructed wetland with a level spreader for the l" event drawn down over 2-5
days would have nitrogen removal rates of 40% and 30%, respectively. The
wetland would remove 40% of the nitrogen then the level spreader through the 50'
buffer would remove 30% of the remaining 60%, for a total removal rate of 58%.
This serial calculation is approved by DWQ in calculating overall removal
efficiency. 1-((1- 4096) * (1- 30%)) = 58%
Discussion of Results
The proposed stormwater management facilities for the proposed development provide
detention for the three sub-basins within the site for the 1-year storm event. Wetlands,
2A, 2B, and 2C also pass the 100-year storm event with adequate freeboard. All
calculations associated with pre- and post-development are shown in this report.
Please refer to the next few sections in this report for any detailed calculations.
THE WOODLANDS
TOL-05060
SUB-BASIN 1
Event
SUB-BASIN 2
Event
1-
SUB-BASIN 3
Event
Wetland 2A
Normal Pool Elevation [ft] 287.00
Top of Dam [ft] 290.33 -T66--'Year WSE jft] ? 289.53
0-Year Freeboard [ft] 0.80
Wetland 26
_Normal Pool Elevation [ft] = 295.00
---'_a
Top of Dam Ift] =? 300.00 100-Year WS_E [ft] =C _ _ 298.98 _
r Freeboard Ift] 1.02 _
Wetland 2C
Normal?Pool Elevation ft - 287.00
_Top of Dam 292.00
100-Year WSE [ft] =J?_ 291.13~_
100.Year Freeboard [ft] =1?- 0.87
STORMWATER MANAGEMENT CALCULATIONS JW Caldwell, PE
Summary of Result- Phase 1 1/19/2007
Cha

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TopoZone - The Web's Topographic Map Page I ol'I
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Map center is 35.79400N, 78.9051°W (WGS84/NAD83)
Green Level quadrangle M=-8.67
Projection is UTM Zone 17 NAD83 Datum G=1.226
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THE WOODLANDS WATERSHED SOIL TR McCormack
TOL-05060 INFORMATION 1 / 17/2007
I. SUB-BASIN SOIL DATA
==> Sub-basin #1
Symbol Name Soil Classification
Au Augusta Fine Sandy Loam C
CrB2 +
Creedmoore Sandy Loam--- C
r ?? - - C_ rC2 ?- - - Creedm
oore Sandy Loam C
CrE_
?
?- _
Creedmoore Sandy Loam
- C

Wo _
Wehadkee and Bibb _
?-
D
Wy Worsham Sandy Loam D
==> Sub-basin #2
S mbol Name Soil Classification
CrB Creedmore Sandy Loam- C
CrB2 Creedmore Sandy Loam
i C
CrC2 -
_
reed ore Sandy Loam C
CrE Creedmore Sandy Loam C
Wo
V - _Wehadkee and Bibb
??- - - D
Wy _
Worsham Sandy Loam ?- -- D --?
References:
SOIL SURVEY: WAKE COUNTY NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION). MAP #32
SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
to105060_S0ILS.xIs 1 of 2
THE WOODLANDS WATERSHED SOIL
TOL-05060 INFORMATION
U. SCS'CN DATA FOR EACH INDIVIDUAL, SUB-BASIN
_=> Base SCS CN Data (Assume good condition)
Cover Condition Hydrologic Soil
-.- __- .. ?..---- HSG'C'
Impervious
..Open_. _-74
Wooded 70?
=_> Sub-basin #1
Assumptions ==>
HSG 'C': 79%
HSG 'D': 21%
Cover Condition Composite SCS CN
Impervious 98
Open 75
Wooded 71-
Sub-basin #2
Assumptions =_>
HSG'C': 85%
HSG 'D': 15%
Cover Condition Composite SCS CN
.
Impervious - ?. ?m.. 98 .
- - - -__ open -_ - - - -_ _ 75
Wooded 71
> Sub-basin #3
Assumptions ==>
HSG 'C': 87%
HSG'D': 13%
Cover Condition Composite SCS CN
Impervious 98
__ _ Open _ 75
Wooded _
71
HSG 'D'
98
80 -
7
TR McCormack
1/17/2007
t0105060_SOILS.As. 2 of 2
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MILLS TRACT HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 1 Pre-development 1/17/2007
I. PRE-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and off -site soils in Subbasin 1 are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN #l: PRE-DEVELOPMENT CALCULATIONS
1. Watershed Composition:
Total Basin Area 36.91
Total On-site Basin Area 18.21
Total Off-site Basin Area 18.7
t-over uescrt tion Area Jacresi
On-site Impervious 0.00
On-site Open 0.00
On-site Wooded 18.21
Off-site Impervious 3.42
Oft=site Open 0.00
Off-site Wooded 15.28
Total - 36.91 Acres
0.0577 Sq. Miles
Composite SCS CN = 74
11. Time of Concentration Information:
*** Tc was calculated using SCS TR-55 SEGMENT #7 -> OVERLAND FLOW
Segment ID = I
Surface Manning it (see below) = 0.4 Wooded (light underbrush)
Flow Length, L (<=3001) = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.61 inches Begin EL.
Land Slope = 0.0200 ft/ft End EL..
Travel Time = 11.61 urinates
SEGMENT #2 -> CONCENTRATED FLOW
Segment ID a 2
Surface Description = (in ved (Paved or Unpaved)
Flow Length, L = 513 ft Begin EL.
Watercourse Slope= 0.034 ft/ft End EL.
Average Velocity = 2.98 lt/s
Travel Nate = 2.8' minutes
SEGMENT #3 -> CHANNEL FLOW
Length = 1855 ft Begin EL,
Slope = 0.0291 Wit End EL.
Manning's n = 0,045 natural stream
Flow Area - 40t sf (Assume 3'x3' channel)
Wetted Perimeter = 6.00 R (Assume 3'x3' channel)
Channel Velocity= 4.31 ft/see
Segment Time = 118 minutes
TOTAL TRAVEL TIME = 27.66 MINUTES
SCS LAG TIME = 13.00 MINUTES
OK
352.Oft
351.Oft
351.Oft
333.5ft
333.5ft
279.6ft
1:0105060-HMS Inputs.xls
MILLS TRACT - PHASE 2 HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 2 Pre-development 1/17/2007
I. PRE-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and off-site soils in Subbasin 2 are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN#2: PRE-DEVELOPMENTCALCULATIONS
1. Watershed Composition.
Total Basin Area 61.58
Total On-site Basin Area 43.15
Total Off-site Basin Area 18.43
r vescrrption Area Jac
e Impervious 0.00
e Open 0.00
e Wooded 43.15
le Impervious 2.18
le Open 0.00
le Wooded 16.25
61.58
0.0962
Composite SCS CN = 72
II . Time of Concentration Information:
Acres OK
Sq. Miles
*** Tc was calculated using SCS TR-55 SEGMENT #1-> OVERLAND FLOW
Segment 1 D = I
Surface Manning n (see below) = 0.4 Wooded (light underbrush)
Flow Length, L (<=3001) - 5o feet
2-Year, 24 Hour Rainfall Depth = 3.61 inches Begin EL..
Land Slope = 0.0120 11/ft End EL.
Travel Time = 14.21 rninufes
SEGMENT #2 -> CONCENTRATED FLOW
Segment ID =
Surface Description = 41 (Paved or Unpaved)
Flow Length, L = ft Begin EL.
Watercourse Slope= ftlft
End EL.
Average Velocity = 3.44 iUs
Travel Time = 4128 minutes
SEGMENT #3 -> CHANNEL FLOW
Length = 2331 ft Begin EL.
Slope = 0.0219 ft/ft End EL.
Manning's n = 0.045 natural stream
Flow Area = 3.00 sf (Assume YxY channel)
Wetted Perimeter - 3.00 It (Assume Yx3' channel)
Channel Velocity = 4.10 ft/sec
Segment Time= .'. 93 minutes
TOTAL TRAVEL TIME = 26.46 MINUTES
SCS LAG TIME = IS.87 MINUTES
370.6ft
370.Oft
370.Oft
330.Oft
330.Oft
279.Oft
tOIO5060-HMS Inputs.xls
MILLS TRACT - PHASE 2 HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 3 Pre-development 1117/2007
L PRE-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and oft-site soils in Subbasin 3 are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN#3: PRE,-DEVELOPMENT CALCULATIONS
11. Watershed Composition:
Total Basin Area 35.69
Total On-site Basin Area 6.71
Total Off-site Basin Area 28.98
%-over vescrt oon Area acres
On-site Impervious 0.00
On-site Open 0.00
On-site Wooded 6.71
Off-site Impervious 0.00
Off=site Open 0.00
Ott-site Wooded 28.98
Total = 35.69 Aces
0.0558 Sq. Miles
Composite SCS CN = 71
11. Time of Concentration Information:
"• • Tc was calculated using SCS TR-55 SEGMENT #1--> OVERLAND FLOW
Segment ID = I
Surface Manning n (see below) = 0.4 Wooded (light underbrush)
Flow Length, L (<=3001) - SO feet
2-Year, 24 Hour Rainfall Depth = 3.61 inches Begin EL.
Land Slope= 0.0140 ft/ft End EL.
Travel Time = 1339 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment 1D = 2
Surface Description = Un aved (Paved or Unpaved)
Flow Length, L = 2595 ft Begin EL.
Watercourse Slope - 0.034 tuft End El
Average Velocity = 2.96 ft/s
Travel Time = 1.1.63 minutes
TOTAL TRAVEL TIME= 28.02 MINUTES
SCS LAG TIME = 16.81 MINUTES
OK
370.6ft
369.9ft
369.9ft
282.8ft
t0105060-HMS Inputs.xls
HMS * Summary of Results
Project : TOL-05060 Run Name : Pre 1
Start of Run : 29NOV06 0100 Basin Model : Predevelopment
End of Run : 30NovO6 0100 Met. Model : lyr 24hr
Execution Time : 17Jan07 1450 Control Specs : 24hr dtlmin
Hydrologic
Element
Subbasin-1
Subbasin-3
Subbasin-2
Discharge Time of Volume Drainage
Peak Peak (ac Area
(cfs) ft) (sq mi)
34.553 29 Nov 06 1307 2.7767 0.058
22.685 29 Nov 06 1311 2.2423 0.056
44.021 29 Nov 06 1310 4.1111 0.096
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THE WOODLANDS HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 1 Post-development 112512007
L POST-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and off-site soils in Subbasin I are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN #I: POST-DEVELOPMENT CALCULATIONS
I. Watershed Composition:
Maximum allowable average
per lot for basin =
5690
11. Time of Concentration information:
*** Tc was calculated using SCS TR-55
Total Basin Area 22.13
Total On-site Basin Area 5.45
Total Off-site Basin Area 16.68
e impervious 0.97
e Open 4.48
e Wooded 0.00
o Impervious 2,52
'e Open 0,00
!e Wooded 14.16
= 22.13 Acres
0.0346 Sq. Miles
Composite SCS CN = 76
SEGMENT #1-> OVERLAND FLOW
Segment ID = i
Surface Manning n (see below) - 0.24 Dense Grasses
Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.61 inches Begin EL
Land Slope = 0.0040 ft/ft End EL.
Travel Time = 14.69 mutates
SEGMENT #1-> CHANNEL FLOW
Length - 1660 It Begin EL.
Slope = 0.0396 ft/ft End EL.
Manning's n = 0.045 natural stream
Flow Area - 4.00 sf (Assume 2'x2' channel)
Wetted Perimeter= 6.00 ft (Assume2'x2'channel)
Channel Velocity = j.0; ft/see
Segment Time = 5.50 minutes
TOTAL TRAVEL TIME - 20.19 MINUTES
SCS LAG TIME = 12.11 MINUTES
OK
347.Oft
346.8ft
346.8ft
281.Oft
to105060 HMS Inputs.xls
THE WOODLANDS HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 2A Post-development 1/25/2007
1. POST-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and off-site soils in Subbasin 2A are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN 92A: POST-DEVELOPMENT CALCULATIONS
1. Watershed Composition:
Total Basin Area 17.53
Total On-site Basin Area 15.62
Total Off site Basin Area 1.91
Maximum allowable average
per lot for basin =
5650
it . Time of Concentration Information:
On-site hnpervious 4.80
On-site Open 10.82
On-site Wooded 0.00
Oil-site Impervious 0.91
Off-site Open 1.00
Off-site Wooded 0.00
Total = 17.53 Acres OK
0.0274 Sq. Miles
Composite SCS CN = 82
*Assume a conservative Te of 5 min.

TOTAL TRAVEL TIME - 5.00 MINUTES
SCS LAG TIME - 3.00 MINUTES
t0105060 HMS Inputs.xls
THE WOODLANDS HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 2B Post-development 1/2512007
L POST-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and off-site soils in Subbasin 2B are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN Ii2B: POST-DEVELOPMENT CALCULATIONS
I . Watershed Composition:
Maximum allowable average
per lot for basin =
5420
II . Time of Concentration Information:
Total Basin Area 10.77
Total On-site Basin Area 10.69
Total Off-site Basin Area 0.08
On-site Impervious 2.99
On-site Open 7.70
On-site Wooded 0.00
Off-site Impervious 0.05
Off-site Open 0.03
Off-site Wooded 0.00
Total a 10.77
0.0168
Composite SCS CN = 81
*Assume a conservative Te of 5 min.
TOTAL TRAVEL TIME = 5.00 MINUTES
SCS LAG TIME = 3.00 MINUTES
Acres OK
Sq. Miles
t0105060 HMS Inputs.xls
THE WOODLANDS HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 2C Post-development 112512007
L POST-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and off-site soils in Subbasin 2C are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN#2C: POST-DEVELOPMENT CALCULATIONS
1. Watershed Composition:
Maximum allowable average
per lot for basin =
5690
11. Time of Concentration Information:
*** To was calculated using SCS TR-55
Total Basin Area 16.51
Total On-site Basin Area 11.91
Total Off-site Basin Area 4.6
On-site Impervious 3.68
On-site Open 8.23
On-site Wooded 0.00
Off-site Impervious 0.00
Off-site Open 0.00
Ofr-site Wooded 4.60
Total - 16.51 Acres OK
0.0258 Sq. Miles
Composite SCS CN = 79
Use.
TOTAL TRAVEL TIME= 5100 MINUTES
SCS LAG TIME= 3.00 MINUTES
10105060 HMS Inputs.xls
THE WOODLANDS HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 2-Bypass Post-development 1/25/2007
L POST-DEVELOPMENT
As shown in the soil information section (See Background Data), the on-site and off-site soils in Subbasin 2-Bypass are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in brood condition.
Cover Description SCS CN Comments
-
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN #2-Bypass: POST-DEVELOPMENT CALCULATIONS
I. Watershed Composition:
Maximum allowable average
per lot for basin =
_%90
Total Basin Area 31.96
Total On-site Basin Area 17.79
Total Off-site Basin Area 14.17
On-site Impervious 3.15
On-site Open 9.72
On-site Wooded 4.92
Off-site Impervious 2.26
Off-site Open 0.84
Oft site Wooded 11.07
Composite SCS CN - 77
II . Time of Concentration Information:
"• Tc was calculated using SCS TR-55
Sq. Miles
SEGMENT #1-> OVERLAND FLOW
SegmentlD= 1
Surface Manning n (see below) = 0.4 Wooded (light underbrush)
Flow Length, L (-=3001) = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.61 inches Begin EL
Land Slope = 0.0120 fUfl End EL
Travel Time = 14.24 minutes

SEGMENT #2 -> CONCENTRATED FLOW
Segment ID 4 2
Surface Description = Un "ved (Paved or Unpaved)
Flow Length, L = 882 It Begin EL.
Watercourse Slope - 0.045 Will End EL.
Average Velocity= 3,44 ft/s
Travel Tame = 4.28 minutes

SEGMENT #3 -> CIIANNF,L FLOW
Length a 2331 tt Begin EL
Slope= 0.0219 AM End EL
Manning's n = 0.045 natural stream
Flow Area - 9.00 sf (Assume 3x3' channel)
Wetted Perimeter = 9,00 R (Assume 3'x3' channel)
Average Velocity= 4.90 fUs
Travel Time = 7, ?.2 minrtes

TOTAL TRAVEL TIME= 26.46 MINUTES
SCS LAG TIME= 15.87 MINUTES
OK
370.6ft
370.0ft
370.08
330.011
330.0ft
279.Oft
IOIO5060 HMS inputs.xls
THE WOODLANDS HYDROLOGIC INPUTS TR McCormack
TOL-05060 Basin 3 Post-development 1125/2007
I. POST-DEVELOPMENT
==> As shown in the soil information section (See Background Data), the on-site and off-site soils in Subbasin 3 are from Hydrologic Soil Groups
C & D. Both wooded and open areas were assumed to be in good condition.
Cover Description SCS CN Comments
Impervious 98.0
Open/Grassy Areas 75.0 Assume good condition (> 75% grass)
Wooded 71.0
SUBBASIN #3: POST-DEVELOPMENT CALCULATIONS
I. Watershed Composition:
Maximum allowable average
per lot for basin =
5690
H . Time of Concentration Information:
•'• Te was calculated using SCS TR-55
Total Basin Area 35.27
Total On-site Basin Area 6.32
Total Off-site Basin Area 28.95
On-site Impervious 0.67
On-site Open 2.23
On-site Wooded 3.42
Off-site Impervious 0.00
Off-site Open 0.00
Off-site Wooded 28.95
Total = 35.27
0.0551
Composite SCS CN = 72
Acres OK
Sq. Miles
SEGMENT #1--> OVERLAND FLOW
Segment ID = i
Surface Manning n (see below) = 0.4 Wooded (light underbrush)
Flow Length, L (<=3001) = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.61 inches Begin EL.
Land Slope = 0.0140 Wit End EL.
Travel Tinte = 1.3, 39 minutes
SEGMENT #2 --> CONCENTRATED FLOW
Segment ID = 2
Surface Description = Un raved (Paved or Unpaved)
Flow Length, L - 2595 ft Begin EL.
Watercourse Slope= 0.034 ft/11 End EL.
Average Velocity - 2.96 fvs
Travel Tine = 14.63 minutes
TOTAL TRAVEL TIME = 28.02 MINUTES
SCS LAG TIME = 16.81 MINUTES
370.6ft
369.9ft
369.9ft
282.8ft
110105060 HMS Inputs.xls
HMS * Summary of Results
Project : TOL-05060 Run Name : Post 1
Start of Run : 29Nov06 0100 Basin Model : Postdevelopment
End of Run : 30NovO6 0100 Met. Model : iyr 24hr
Execution Time : 19aan07 1715 Control Specs : 24hr dtimin
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin 2A 40.159 29 Nov 06 1257 2.0126 0.027
Wetland 2A 14.041 29 Nov 06 1305 1.3509 0.027
Subbasin 2B 23.463 29 Nov 06 1257 1.1753 0.017
Wetland 2B 1.4513 29 Nov 06 1359 0.49974 0.017
Subbasin 2C 32.552 29 Nov 06 1257 1.6331 0.026
Wetland 2C 3.5317 29 Nov 06 1327 0.87100 0.026
Subbasin-2 Bypass 32.296 29 Nov 06 1310 2.8293 0.050
Subbasin 2 44.353 29 Nov 06 1307 5.5510 0.120
Subbasin 1 24.609 29 Nov 06 1306 1.8623 0.035
Subbasin 3 24.283 29 Nov 06 1311 2.3535 0.055
HMS * Summary of Results for Wetland 2A
Project : TOL-05060
Start of Run : 29Nov06 0100
End of Run 30NovO6 0100
Execution Time 17Jan07 1448
Run Name : Post 100
Basin Model : Postdevelopment
Met. Model 100yr 24hr
Control Specs : 24hr dtlmin
Computed Results
Peak Inflow : 137.47 (cfs) Date/Time of Peak Inflow : 29 Nov 06 1304
Peak Outflow 106.52 (cfs) Date/Time of Peak Outflow : 29 Nov 06 1308
Total Inflow 5.85 (in) Peak Storage 1.4688(ac-ft)
Total Outflow 5.39 (in) Peak Elevation 289.53(ft)
HMS f Summary of Results for Wetland 2B
Project : TOL-05060
Start of Run 29Nov06 0100
End of Run : 30NovO6 0100
Execution Time 17Jan07 1448
Run Name : Post 100
Basin Model Postdevelopment
Met. Model : 100yr 24hr
Control Specs : 24hr dtlmin
Computed Results
Peak Inflow s 82.909 (cfs) Date/Time of Peak Inflow : 29 Nov 06 1304
Peak Outflow 76.866 (cfs) Date/Time of Peak outflow 29 Nov 06 1306
Total Inflow 5.74 (in) Peak Storage : 1.0163(ac-ft)
Total Outflow 4.98 (in) Peak Elevation : 298.98(ft)
HMS * Summary of Results for Wetland 2C
Project : TOL-05060
Start of Run : 29Nov06 0100
End of Run : 30NovO6 0100
Execution Time : 19Jan07 1715
Run Name : Post 100
Basin Model Postdevelopment
Met. Model 100yr 24hr
Control Specs : 24hr dtimin
Computed Results
Peak inflow : 122.93 (cfs) Date/Time of Peak Inflow : 29 Nov 06 1304
Peak Outflow : 113.33 (cfs) Date/Time of Peak Outflow : 29 Nov 06 1306
Total Inflow : 5.50 (in) Peak Storage : 1.2796(ac-ft)
Total Outflow : 4.94 (in) Peak Elevation : 291.13(ft)
WETLAND ZA DESIGN
MILLS FARM- PHASE 1
TOL-05060
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MILLS FARM STAGE-STORAGE FUNCTION TR McCormack
TOL-05060 WETLAND 2A 9/21/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
287.0 0.0 22363

288.0
1.0
24509
23436
23436
23436 _
1.00
289.0 2.0 26739 _ 25624 _
25624 49060 1.98
290.0 3.0 29063 27901 27901 76961 3.00
290.3 3.3 29817 28278 37609 86669 3.35

100000 Storage vs. Stage
--- -
90000
60000 y = 23339x1.066
70000 R2 = 0
9999
W 60000 .
rn
w 50000
0 40000
y
30000
20000
10000
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 1 5
Stage (feet)
KS 23338
b = 1.086
Stage-Storage Functions.XLS WETLAND 2A
MILLS FARM STAGE-STORAGE FUNCTION TR McCormack
TOL-05060 WETLAND 2A CALC 9/2112006
> Stage - Storage Function
Ks = 23339
b = 1.086
Zo = 287
Elevation Storage Outflow
[feet] [cfl [acre-feet] [cfs]
287 0 0.0000 0
287.2 4064 0.0933 0
287.4 8628 0.1981 0
287.6 13402 0.3077 0
287.8 18316 0.4205 0
288 23339 0.5358 0
288.2 28449 0.6531 0
288.4 33634 0.7721 6.44
288.6 38883 0.8926 18.21
288.8 44188 1.0144 33.46
289 49545 1.1374 51.52
289.2 54948 1.2614 99.63
289.4 60394 1.3864 104.09
289.6 65878 1.5124 107.81
289.8 71400 1.6391 111.44
290 76955 1.7666 114.94
290.2 82542 1.8949 118.35
290.33 86190 1.9786 120,54
Stage-Storage Functions.XLS WETLAND 2A CALC
MII.,LS FARM 1" RUNOFF TR McCormack
TOL-05060 VOLUME CALCULATION 1/18/2007
Wetland 2A
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adji
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) _
@CN=
Open areas draining to pond =
@CN=
Other areas draining to the pond=
@CN=
Composite CN =
Runoff from DCIAs ==>
istments made
5.71 acres Total Drainage : 17.53 acres
98
11.82 acres
75
0.00 acres
71
82
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 16393 CF
Runoff from non-connected areas ==>
Precipitation amount = L0 inches
S = 3.333 inches (calculated)
Q* = 0.030 inches (calculated)
Runoff volume = 1300 CF
Runoff from non-connected areas ==>
Precipitation amount = 1.0 inches
S = 4.085 inches (calculated)
Q* = 0.008 inches (calculated)
Runoff volume = 0 CF
Therefore, total runoff from precipitation in question = 17694 CF
This amount of runoffmust be stored in the pond above normal pool elevation
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
to105060_1 in_runoffAs Page 1 of 6 Wetland 2A
MILLS FARM I" RUNOFF
TOL-05060 VOLUME CALCULATION
Wetland 2A
Calculation of depth required for runoff storage pool (above normal pool)

Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 17694 CF
Pond Ks= 23339
Pond b= 1.0860
Invert Elevation= 287.00
Stage (above invert) asmciated with this storage = 0.77 feet
Therefore, depth required above normal pool for storm storage = 0.77 feet
9.30 inches
Therefore set crest of principal spillway at stage = 1.20 feet
and EL = 288.20 feet
At principal spillway crest, storm pool storage provided = 28449 CF OK
TR McCormack
1/18/2007
t0105060_1in_runoff.xls Page 2 of 6 Wetland 2A
MILLS PROPERTY
TOL-05060
TR McCormack
1/18/2007

Impervious Area = 3,04 acres
Drainage Area = 101.77 acres
% Impervious = 28.2%
Average Depth = 3.00 ft.
From the NCDENR Stormwater BMP Handbook (4/99 ), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0 3.00 4.0
Lower Boundary => 20.0 0.97 0.79
Site % impervious => 28.2 1.27 1.27 1.03
Upper Boundary => 30.0 1.34 1.08
Area Required = 5979 sq.ft.

Area Provided = 8123 s .ft. OK
WQ Dimension Check.XLS
THE WOODLANDS Water Quality Orifice Desiyin Sheet
TOL-05060 WETLAND 2A
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool _
Normal Pool Elevation =
2.5 inches
1
23339
1.086
0.60
287.00 feet
0 CF
287.00 feet
WSEL
(feet) Vol. Stored
c Siphon Flow
cfs) Avg. Flow
cfs Incr. Vol.
c Incr. Time
sec
287.775 17696 0.134
287.707 16011 0.127 0.131 1685 12887
287.639 14340 0.120 0.124 1671 13526
287.570 12685 0.112 0.116 1655 14289
287.502 11047 0.103 0.108 1638 15220
287.434 9427 0.094 0.099 1619 16397
287.366 7830 0.084 0.089 1597 17955
287.298 6258 0.072 0.078 1572 20166
287.229 4717 0.058 0.065 1541 23695
287.161 3216 0.036 0.047 1501 31910
287.093 1770 0.016 0.026 1446 55688
Drawdown Time = 2.57 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.335 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3.0" orifice = 0.034 ft2
Q = 0.0951 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.15 da s
TR McCormack
1/25/2007
Conclusion : Use 1 - 2.5" Diameter Water Quality Orifice to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.5 days.
to105060_SIPHONS.XLS WETLAND 2A
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MILLS FARM
TOL-05060
Input Data ==>
Square Riser/Barrel Anti-Flotation Block Calculations TR McCormack
Wetland 2A 10/26/2006
Inside length of riser = 8.00 feet
Inside width of riser = 8.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 7.00 feet
Base width of riser = 7.00 feet
inside height of Riser = 4.20 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 59.50 inches
Size of drain pipe (if present) = 6.0 inches
Trash Rack water displacement = 1.36.32 CF
Concrete Present in Riser Structure =_>
Total amount of concrete:
Base of Riser = 32.667 CF
Riser Walls = 71.400 CF
Adjust for openings:
vt . NC Products lists ui! t wt. of
In,mh",la c mcn:tc st i 42 PCY.
Opening for barrel = 9.655 CF
Opening for drain pipe = 0.098 CF
Total Concrete present, adjusted for openings = 94.314 CF
Weight of concrete present. = 13393 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 94.314 CF
Displacement by open air in riser = 268.800 CF
Displacement by trash rack = 136.320 CF
Total water displaced by risertbarrel structure= 499.434 CF
Weight of water displaced = 31165 lbs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (:-vAnnrrxxa: ; AS of hid;twi.)
Must add = 22447 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 324.294 CF of concrete
Standard based described above = 32.667 CF of concrete
Therefore, base design must have = 356.961 CF of concrete
to105060_conc riser flotation.xis I OF 2 Wetland 2A
MULLS FARM Square Riser/Barrel Anti-Flotation Block Calculations
TOL-05060 Wetland 2A
Calculate size of base for riser assembly =>
Length = 10.000 feet
Width = 10.000 feet
Thickness = 48.0 inches
Concrete Present = 400.000 CF OK
Check validity of base as designed ==>
Total Water Displaced = 866.767 CF
Total Concrete Present = 461.647 CF
Total Water Displaced = 54086 lbs
Total Concrete Present = 65554 lbs
Actual safetyfactor = 1.21
Results of design ==>
OK
TR McCormack
10/26/2006
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 48.00 inches
CY of concrete total in base = 14.81 CY
Concrete unit weight in added base >= 142 PCF
to105060 wnc riser fiotation.xis 2 OF 2 Wetland 2A
MILLS FARM
TOL-05060
Wetland 2A Dissipator Calculations
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 82.37 Flow depth (R) = 2.73
slope S in %: 0.50% Outlet velocity (fps) = 9.001
pipe diameter D in in.: 48
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 4.00
Outlet velocity (fps) 9.00
Apron length (ft) 32.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 B 22
» 13 B or I 22
23 2 27
-- Dissipator, Pipe or Quit (D P or Q) -
CALCULATION:
Minimum TW Conditions: W = Do + La
=4'+32'
=36 ft
TR McCormack
9/21/2006
CONCLUSION:
USE NCDOT CLASS `2' RIP RAP
32'L x 36'W x 22" THK
TOL05060-WETLAND2A-DI S SIPATOR.doc
Job File: X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Rain Dir: X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\
JOB TITLE
Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Outlet Input Data Page 2.01
Name.... WETLAND 2A
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 287.00 ft
Increment = .20 ft
Max. Elev.= 290.33 ft
#+#+++#+++t+++t#ttt+t+t+t++#++++t#ttt#t+++++++
OUTLET CONNECTIVITY
+t+++++++++#++++++#++++++t#tttt#+#tttt+t+ttttt
---> Forward Flow Only (UpStream to DnStream)
c--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box rl ---> BA 288.200 290.330
Culvert-Circular BA ---> TW 284.000 290.330
TW SETUP, DS Channel
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Outlet Input Data
Name.... WETLAND 2A
Page 2.02
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = rl
Structure Type = Inlet Box
-----------------
# of Openings ------------
= 1 -------
Invert Elev. 288.20 ft
Orifice Area = 64.0000 sq.ft
Orifice Coeff. _ .600
Weir Length - 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (Per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Outlet Input Data
Name.... WETLAND 2A
Page 2.03
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------------
No. Barrels ------------
1 -------
Barrel Diameter = 4.0000 ft
Upstream Invert 284.00 ft
Dnstream Invert = 283.70 ft
Horiz. Length 59.40 ft
Barrel Length 59.40 ft
Barrel Slope = .00505 ft/ft
OUTLET CONTROL DATA...
Mannings n .0130
Ke = .5000
Kb .004925
Kr .5000
HW Convergence - .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K - .0098
Inlet Control M 2.0000
Inlet Control c = .03980
Inlet Control Y .6700
Ti ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 288.63 €t ---> Flow = 87.96 cfs
At T2 Elev = 289.22 ft ---> Flow = 100.53 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Outlet input Data
Name.... WETLAND 2A
Page 2.04
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOLQ5060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. 0 tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... individual Outlet Curves
Name.... WETLAND 2A
Page 2.05
File.... X: \Proj ects\TOL\TOL- 05060\Storm\ Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = rl (Inlet Box)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID - BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft £t +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
287.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
287.20 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
287.40 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
287.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
287.80 .00 ... Free Outfall
WS below an invert; no flow.
288.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
288.20 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
288.40 6.44 288.40 Free 285.12 .000 .000 Free Outfall
Weir: H =,20
288.60 18.21 288.60 Free 285.94 .000 .000 Free Outfall
Weir: H =.40
268.80 33.46 288.80 Free 286.70 .000 .000 Free Outfall
Weir: H =.60
289.00 51.52 289.00 Free 287.45 .000 .000 Free Outfall
Weir: H =.80
289.20 99.63 289.20 289.20 289.20 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.40 104.09 289.40 289.40 289.40 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.60 107.81 289.60 289.60 289.60 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
289.80 111.44 289.80 289.80 289.80 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
290.00 114.94 290.00 290.00 290.00 .000 .000 Free Outfall
IS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 6217012070C3 The John R, McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Individual Outlet Curves
Name.... WETLAND 2A
Page 2.06
File.... X:\Projects\TOL\TOL-05060\Storm\Phase I\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = rl (Inlet Box)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
290.20 118.35 290.20 290.20 290.20 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
290.33 120.50 290.33 290.33 290.33 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Individual Outlet Curves Page 2.07
Name.... WETLAND 2A
File.... X.\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 109.80 cfs
UPstream ID = rl (Inlet Box)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
287.00 .00 284.00 Free Free .000 .000 Free Outfall
287.20 .00 284.00 Free Free 000 .000 Free Outfall
287.40 .00 284.00 Free Free .000 .000 Free Outfall
287.60 .00 284.00 Free Free .000 .000 Free Outfall
287.80 .00 284.00 Free Free .000 .000 Free Outfall
288.00 .00 284.00 Free Free .000 .000 Free Outfall
288.20 .00 284.00 Free Free .000 .000 Free Outfall
288.40 6.44 285.12 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .256ft Dcr= .736ft CRIT.DEPTH
288.60 18.21 285.94 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .454ft Dcr= 1.254ft CRIT.DEPTH
288.80 33.46 286.70 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .652ft Dcr= 1.720ft CRIT.DEPTH
289.00 51.52 287.45 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .866ft Dcr= 2.155ft CRIT.DEPTH
289.20 99.63 289.20 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= 1.355ft hwDi= 3.166ft Lbw= 59.4ft
289.40 104.09 289.40 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =5.40
269.60 107.81 289.60 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =5.60
289.80 111.44 289.80 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =5.80
290.00 114.94 290.00 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =6.00
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Individual Outlet Curves
Name.... WETLAND 2A
Page 2.08
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 109.80 cfs
UPstream ID = rl (Inlet Box)
DNStream ID = TW (Pond Outfall)
Pond WS.
Elev.
ft
290.20
290.33
Device (into) Converge
Q HW HGL DS HGL
cfs ft ft
------- ------- --------
118.35 290.20 Free
INLET CONTROL...
120.50 290.33 Free
INLET CONTROL...
Next DS HGL Q SUM DS Chan. TW
DS HGL Error Error TW Error
ft +/-ft +/-cfs ft +/-ft
------- ------ ------ ------- -------
Free .000 .000 Free Outfall
Submerged: HW =6.20
Free .000 .000 Free Outfall
Submerged: HW =6.33
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:35 PM Date: 10/23/2006
Type.... Composite Rating Curve
Name.... WETLAND 2A
Page 2.09
File.... %:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1-REV.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. 0
ft
- cfs
-------
287.00 -------
.00
287.20 .00
287.40 .00
287.60 .00
287.80 .00
288.00 .00
288.20 .00
288.40 6.44
288.60 18.21
288.80 33.46
289.00 51.52
289.20 99.63
289.40 104.09
289.60 107.81
289.80 111.44
290.00 114.94
290.20 118.35
290.33 120.50
SIN: 6217012070C3
PondPack Ver. 8.0058
Notes
-------- Converge ------- ------------------
TW Elev Error
ft +/-ft Contributing Structures
-----
Free --- -----
Outfall --------
(no Q: ------------------
rl,BA)
Free Outfall (no Q: r1,BA)
Free Outfall (no Q: rl,BA)
Free Outfall (no Q: rl,BA)
Free Outfall (no Q: rl,BA)
Free Outfall (no Q: r1,BA)
Free Outfall (no Q: r1,BA)
Free Outfall rl,BA
Free Outfall rl,BA
Free Outfall r1,BA
Free Outfall rl,BA
Free Outfall rl,BA
Free Outfall rl,BA
Free Outfall rl,BA
Free Outfall rl,BA
Free Outfall r1,BA
Free Outfall rl,BA
Free Outfall rl,BA
The John R. McAdams Company
Time: 2:35 PM Date: 10/23/2006
WETLAND 2B DESIGN

MILLS FARM- PHASE I
TOL-05060
296 - / /
f_
294
RIPRAP APRON
/ + 8.2 7<
1a' WIDE / y
rBENCT jIN BERM / 298 29q, / ?\

co
N
oLrn T STRUCTU E \ \
O
Z
W

248.2 N/ ? /
i8.2 / / /
/ X00 / /
10, WID
TOP OF BERM
r ? ?l
1 / 33
_ \GRAPHM SALE
\ 50? 0
25 50 10C?

is: PROJF,CT N0. TOL-05060
McADAMS
THE WOODLANDS MCOMPANY, THEJOHN R. INC.
PnENnNWETLAND GRADES.DWG
CARP> NORTH CAROLINA ENGINEERS/PLANNERS/SURVEYORS
SCALP:
"=50'
RESEARCH TRIANGLE PARK. NC
®R" DATE: 9-15_06 WETLAND 2B GRADING PLAN P.O. BOX 14005 ZIP 27709-e005
[phone]

MILLS FARM STAGE-STORAGE FUNCTION
TOL-05060 WETLAND 2B
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
295.0 0.0 8139
296.0 1.0 9486 8813 8813 8813 1.01
298.0 3.0 12501 10994 21987 30800 2.92
300.0 5.0 15934 14218 28435 59235 5.09
Storage vs. Stage
70000
60000
50000 y = $725x1.1767
aoooo R2 = 0.9992
m
c 30000
M
20000
10000
ol - i i 4
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
KS = 8725
b = 1.1767
Stage-Storage Functions.XLS
TR McCormack
9/2112006
WETLAND 2B
MILLS FARM STAGE-STORAGE FUNCTION TR McCormack
TOL-05060 WETLAND 28 CALC 9/21/2006
==> Stage - Storage Function
Ks = 8725
b = 1.1767
Zo = 295
Stage-Storage Functions.XLS
Elevation Storage Outflow
tfeett OW-OW-feetl Fcfsl
295 0 0.0000 0
295.2 1313 0.0301 0
295.4 2968 0.0681 0
295.6 4783 0.1098 0
295.8 6710 0.1540 0
296 8725 0.2003 0
296.2 10813 0.2482 0
296A 12963 0.2976 0
296.6 15169 0.3482 0
296.8 17424 0.4000 0
297 19724 0.4528 0
297.2 22065 0.5065 0
297.4 24443 0.5611 0
297.6 26857 0.6166 0
297.8 29305 0.6727 0
298 31783 0.7296 5.37
298.2 34291 0.7872 15.18
298.4 36826 0.8454 27.89
298.6 39388 0.9042 42.93
298.8 41976 0.9636 60
299 44587 1.0236 79.2
299.2 47222 1.0841 80.78
299.4 49879 1.1451 82.3
299.6 52557 1.2065 83.82
299.8 55256 1.2685 85.31
300 57975 1.3309 86.76
WETLAND 2B CALC
MILLS FARM 1" RUNOFF TRMcCormack
TOL-05060 VOLUME CALCULATION 1/18/2007
Wetland 2B
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adit
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) _
@CN=
Open areas draining to pond =
@CN=
Other areas draining to the pond=
@CN=
Composite CN =
Runoff from DCIAs ==>
istments made
3.04 acres Total Drainage : 10.77 acres
98
7.73 acres
75
0.00 acres
71
81
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 8728 CF
Runoff from non-connected areas ==>
Precipitation amount = 1.0 inches
S = 3.333 inches (calculated)
Q* = 0.030 inches (calculated)
Runoff volume= 850 CF
Runoff from non-connected areas ==>
Precipitation amount = 1.0 inches
S = 4.085 inches (calculated)
Q* = 0.008 inches (calculated)
Runoff volume = 0 CF
Therefore, total runoff from precipitation in question = 9578 CF
This amount of runoff must be stored in the pond above normal pool elevation
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
to105060_1 in_runoff.xls Page 3 of 6 Wetland 2B
MIUS FARM 1" RUNOFF
TOL-05060 VOLUME CALCULATION
Wetland 2B
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 9578 CF
Pond Ks = 8725.0
Pond b= 1.1767
Invert Elevation= 295.00
Stage (above invert) associated with this storage = 1.08 feet
Therefore, depth required above nonnal pool for stonn storage = 1.0825 feet
12.99 inches
Therefore set crest of principal spillway at stage = 2.80 feet
and EL = 297.80 feet
At principal spillway crest, stonn pool storage provided = 29305 CF OK
TR McCormack
1/18/2007
to105060_1 in_runoffAs Page 4 of 6 Wetland 28
MILLS PROPERTY
TOL-05060
TR McCormack
1/18/2007
Impervious Area = 5.71 acres
Drainage Area = 17.53 acres
% Impervious = 32.6%
Average Depth = 3.00 ft.
From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0 3.00 4.0
Lower Boundary => 30.0 1.34 1.08
Site % impervious => 32.6 1.44 1.44 1.12
Upper Boundary => 40.0 1.73 1.25
Area Required = 10999 sq.ft.

Area Provided = 22363 s .ft. OK
WQ Dimension Check.XLS WETLAND 2A SA
THE WOODLANDS Water Quality- Orifice Design Sheet
TOL-05060 WETLAND 2113
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Normal Pool Elevation =
1.5 inches
1
8725
1.1767
0.60
295.00 feet
0 CF
295.00 feet
WSEL
(feet) Vol. Stored
(c Siphon Flow
cfs Avg. Flow
cfs Incr. Vol,
cf) Incr. Time
(sec)
296.083 9583 0.060
295.990 8622 0.057 0.058 961 16507
295.897 7677 0.054 0.055 945 17072
295.804 6750 0.051 0.052 928 17724
295.711 5841 0.048 0.049 909 18493
295.618 4952 0.044 0.046 888 19418
295.525 4088 0.040 0.042 865 20568
295.432 3250 0.036 0.038 838 22058
295.339 2443 0.031 0.033 807 24117
295.246 1675 0.025 0.028 768 27283
295.153 958 0.018 0.022 717 33343
Drawdown Time = 2.51 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.510 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3.0" orifice = 0.012 fe
Q = 0.0422 cfs
Drawdown Time = Volume / Flowrate / 86400 (see/day)
Drawdown Time = 2.63 da
TR McCormack
1/25/2007
Conclusion : Use 1 - 1.5" Diameter Water Quality Orifice to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.5 days.
to105060 SIPHONS.XLS WETLAND 2B
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2
MILLS FARM
TOL-05060
Input Data ==>
Square RisedBarrel Anti-Flotation Block Calculations TR McCormack
Wetland 2B 4/13/2006
Inside length of riser = 5.00 feet
Inside width of riser = 5.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8,00 inches
Base length of riser = 6.00 feet
Base width of riser = 6.00 feet
Inside height of Riser = 5.80 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 45.50 inches
Size of drain pipe (if present) = 6.0 inches
Trash Rack water displacement = 61.74 CF
Concrete Present In Riser Structure ?->
Total amount of concrete:
dots; NC Products lists unit WL Of
nu?ntxilc ixitlCtieC St ; 42 PC:F.
Base of Riser = 24.000 CF
Riser Walls = 63.800 CF
Adjust for openings:
Opening for barrel = 5.646 CF
Opening for drain pipe = 0.098 CF
Total Concrete present, adjusted for openings = 82.056 CF
Weight of concrete present = 11652 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 82.056 CF
Displacement by open air in riser = 145.000 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel structure = 288.796 CF
Weight of water displaced = 18021 lbs
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.15 (rixomm mi 1.11 r or lul?l:er)
Must add = 9072 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete= 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 131.066 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 155.066 CF of concrete
to105060 conc riser flotation.xls l OF 2 Wetland 2B
MILLS FARM Square Riser/Barrel Anti-Flotation Block Calculations
TOL-05060 Wetiand 2B
Calculate size of base for riser assembly =>
Length = 8.000 fed
Width = 8.000 feet
Thickness = 32.0 inches
Concrete Present = 170.667 CF O.K.
Check validity of base as designed ==>
Total Water Displaced = 435.463 CF
Total Concrete Present = 228.723 CF
Total Water Displaced = 27173 lbs
Total Concrete Present = 32479 lbs
Actual safety factor = 1.20
Results of design =>
OK
TR McCormack
4/13/2006
Base length = 8.00 feet
Base width = 8.00 feet
Base Thickness = 32.00 inches
CY of concrete total in base = 6.32 CY
Concrete unit weight in added base >= 142 PCF
to105060 cone riser flotation.xls 2 OF 2 Wetland 2B
MILLS FARM
TOL-05060
Wetland 2B Dissipator Calculations
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 48.43 Flow depth (ft) = 2.54
slope S in % : 0.50% Outlet velocity (fps) = 7.593
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 7.59
Apron length (ft) 18.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
» 6 B 22
13 B or 1 22
23 2 27
-- Dissipator, Pipe or Quit (D P or Q) --
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3'+ 18'
=21 ft
TR McCormack
9/21/2006
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
18'L x 21'W x 22" THK
TOL05060-W ETLAND2B-DISS IPATOR.doc
Job File: X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Rain Dir: X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\
JOB TITLE
=S==Y==Qa
Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type..:. Outlet Input Data Page 1.01
Name.... WETLAND 2B
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 295.00 ft
Increment = .20 ft
Max. Elev.= 300.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
*--- Reverse Flow Only (DnStream to UpStream)
c --- > Forward and Reverse Both Allowed
Structure No. outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 297.800 300.000
Culvert-Circular BA ---> TW 292.000 300.000
TW SETUP, DS Channel
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... Outlet Input Data Page 1.02
Name.... WETLAND 2B
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
----------------- = Inlet Box
-------------
------
# of openings = I
Invert Elev. 297.80 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length 20.00 ft
Weir Coeff. = 3.000
K, Submerged .000
K, Reverse = 1.000
Kb,Barrel .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n .0000
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... Outlet Input Data
Name.... WETLAND 2B
Page 1.03
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments :
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 292.00 ft
Dnstream Invert = 291.70 ft
Horiz. Length = 70.00 ft
Barrel Length 70.00 ft
Barrel Slope = .00429 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke .5000 (forward entrance loss)
Kb = .007228 (per ft of full flow)
Kr .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = 0098
Inlet Control M 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) 1.158
T2 ratio (HW/D) = 1.305
Slope Factor -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 295.47 ft ---> Flow = 42.85 cfs
At T2 Elev = 295.91 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... Outlet Input Data
Name.... WETLAND 2B
Page 1.04
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance - .10 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... Individual Outlet Curves Page 1.05
Name.... WETLAND 2B
File.... X;\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID - RI (Inlet Box)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-c€s ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
295.00 .00 ... .. ... ... Free Outfall
WS below an invert; no flow.
295.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
295.40 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
295.60 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
295.80 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
296.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
296.20 .00 ... ... ... Free Outfall
WS below an invert; no flow.
296.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
296.60 .00 ... ... ... ... Free outfall
WS below an invert; no flow.
296.80 .00 ... ... Free Outfall
WS below an invert; no flow.
297.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
297.20 .00 ... ... ... Free Outfall
WS below an invert; no flow.
297.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
297.60 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
297.80 .00 ... ... Free Outfall
WS below an invert; no flow,
298.00 5.37 298.00 Free 293.11 .000 .000 Free outfall
Weir: H =.20
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... individual Outlet Curves Page 1.06
Name.... WETLAND 2B
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Inlet Box)
--------------------------------------
Upstream ID (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
298.20 15.18 298.20 Free 293.94 .000 .000 Free Outfall
Weir: H =.40
298.40 27.89 298.40 Free 294.75 .000 .000 Free Outfall
Weir: H =.60
298.60 42.93 298.60 Free 295.57 .000 .000 Free Outfall
Weir: H =.80
298.80 60.00 298.80 Free 296.87 .000 .000 Free Outfall
Weir: H =1.00
299.00 79.20 299.00 299.00 299.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
299.20 80.78 299.20 299.20 299.20 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
299.40 82.30 299.40 299.40 299.40 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
299.60 83.82 299.60 299.60 299.60 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
299.80 85.31 299.80 299.80 299.80 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
300.00 86.76 300.00 300.00 300.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... Individual Outlet Curves Page 1.07
Name.... WETLAND 2B
File.... X:\Projects\TOL\TOL-05060\Storm\Phase i\Design Files V3\TOL05060PHl.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
y Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 46.97 cfs
UPstream ID - RI (Inlet Box)
DNstream ID = TW (Pond Outfail)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-c£s ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
295.00 .00 292.00 Free Free .000 .000 Free Outfall•
295.20 .00 292.00 Free Free .000 .000 Free Outfall
295.40 .00 292.00 Free Free .000 .000 Free Outfall
295.60 .00 292.00 Free Free .000 .000 Free Outfall
295.80 .00 292.00 Free Free .000 .000 Free Outfall
296.00 .00 292.00 Free Free .000 .000 Free Outfall
296.20 .00 292.00 Free Free .000 .000 Free Outfall
296.40 .00 292.00 Free Free .000 .000 Free Outfall
296.60 .00 292.00 Free Free .000 .000 Free Outfall
296.80 .00 292.00 Free Free .000 .000 Free outfall
297.00 .00 292.00 Free Free .000 .000 Free outfall
297.20 .00 292.00 Free Free .000 .000 Free Outfall
297.40 .00 292.00 Free Free .000 .000 Free Outfall
297.60 .00 292.00 Free Free .000 .000 Free outfall
297.80 .00 292.00 Free Free .000 .000 Free Outfall
298.00 5.37 293.11 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .257ft Dcr= .726ft CRIT.DEPTH
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... Individual Outlet Curves
Name.... WETLAND 2B
Page 1.08
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PH1.PPW
Title... Project Date: 4/7/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID - BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 46.97 cfs
UPstream ID = RI (Inlet Box)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge
Elev. Q HW HGL DS HGL
ft cfs ft ft
-------- -------- ------- --------
298.20 15.18 293.94 Free
CRIT.DEPTH CONTROL
298.40 27.89 294.75 Free
BACKWATER CONTROL.
298.60 42.93 295.57 Free
BACKWATER CONTROL.
298.80 60.00 296.87 Free
INLET CONTROL...
299.00 79.20 299.00 Free
INLET CONTROL...
299.20 80.78 299.20 Free
INLET CONTROL...
299.40 82.30 299.40 Free
INLET CONTROL...
299.60 83.82 299.60 Free
INLET CONTROL...
299.80 85.31 299.80 Free
INLET CONTROL...
300.00 86.76 300.00 Free
INLET CONTROL...
Next DS HGL Q SUM DS Chan. TW
DS HGL Error Error TW Error
ft +/-ft +/-cfs ft +/-ft
------- ------
Free .000 .000 Free Outfall
Vh= .468ft Dcr= 1.243ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh- .680ft hwDi- 1.729ft Lbw- 70.Oft
Free .000 .000 Free Outfall
Vh= .813ft hwDi= 2.347ft Lbw= 70.Oft
Free .000 .000 Free Outfall
Submerged: HW =4.87
Free .000 .000 Free Outfall
Submerged: HW =7.00
Free .000 .000 Free Outfall
Submerged: HW =7.20
Free .000 .000 Free Outfall
Submerged: HW =7.40
Free .000 .000 Free Outfall
Submerged: HW =7.60
Free .000 .000 Free Outfall
Submerged: HW =7.80
Free .000 .000 Free Outfall
Submerged: HW =8.00
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
Type.... Composite Rating Curve
Name.... WETLAND 2B
Page 1.09
File.... X:\Projects\TOL\TOL-05060\Storm\Phase 1\Design Files V3\TOL05060PS1.PPW
Title... Project Date: 4/7/2006
Project Engineer; James Caldwell
Project Title: TOL05060
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge
-------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
295.00 .00 Free Outfall (no Q: RIBA)
295.20 .00 Free Outfall (no Q: RIBA)
295.40 .00 Free Outfall (no Q: RIBA)
295.60 .00 Free Out€all (no Q: RIBA)
295.80 .00 Free Out€all (no Q: RIBA)
296.00 .00 Free Outfall (no Q: RIBA)
296.20 .00 Free Outfall (no Q: RIBA)
296.40 .00 Free Outfall (no Q: RIBA)
296.60 .00 Free Outfall (no Q: RIBA)
296.80 .00 Free Outfall (no Q: RIBA)
297.00 .00 Free Outfall (no Q: RIBA)
297.20 .00 Free Outfall (no Q: RIBA)
297.40 .00 Free Outfall (no Q: RIBA)
297.60 .00 Free Outfall (no Q: RIBA)
297.80 .00 Free Outfall (no Q: RIBA)
298.00 5.37 Free Outfall RIBA
298.20 15.18 Free Outfall RI BA
298.40 27.89 Free Outfall RIBA
298.60 42.93 Free Outfall RIBA
298.80 60.00 Free Outfall RIBA
299.00 79.20 Free Outfall RI BA
299.20 80.78 Free Outfall RIBA
299.40 82.30 Free Outfall RIBA
299.60 83.82 Free Outfall RIBA
299.80 85.31 Free Outfall RIBA
300.00 86.76 Free Outfall RIBA
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:36 AM Date: 9/21/2006
WETLAND 2C DESIGN
MILLS FARM- PHASE 2
TOL-05060

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;PROJECT NO. TOL-05060

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THE WOODLANDS
©THE JOHN R. McADAMS
"
WETLAND GaADES.DWG COMPANY, INC.
CS SCALP,: 1 „a40' ?j + , NORM CAROLINA ENGINEERS/PLANNERS/SURVEYORS
RESEARCH

j co DATE: 6-OH-OF)
WETi.AND 2C GRADING PLAN TRIAXGEE PARK, NC
P.O. DOX 14005 ZIP 27709-4005
L _ (DID) 361-5000

MILLS FARM - PHASE 2 STAGE-STORAGE FUNCTION TR McCormack
TOL-05060 WETLAND 2C 1/18/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF1 IM rfpptl
287.0 0.0
288.0 _ 1.0
' 10600
12011
11305
11305
_ 11305
1.02

289.0_
2.0
_ 290.0 ?- - Y6__
291.0 _I 4.0
292...0 _ 1 5.0
13477

028
166
T, 18269
12391

14253
_
174394^
12391

14253
15818
- 17439 ^
23696

37949
_ _63_76T_ f
- 71206 _
1.95

__ 2.95 _
4.00
5.12 4
Storage vs. Stage
80000 - - - - - .

70000 ___?
Y = 11052X1.1413
60000
9989
R2 = 0
50000 .
40000
h 30000
20000
10000
0

0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 11052
b = 1.1413
Stage-Storage Functions.XLS WETLAND 2C
MILLS FARM - PHASE 2 STAGE-STORAGE FUNCTION TR McCormack
TOL-05060 WETLAND 2C CALC 1118/2007
Stage - Storage Function
Ks = 11052
b = 1.1413
Zo = 287
Elevation Storage ee Outflow
[feet] -----
[cf] - [acre-feet] [cfs]
_ 287 0 _ 0.0000 0
287.1 798 0.0183 0
287.2 1761 _ 0.0404 0
287.3 27_97 0.0642 0
287.4
- 3884 j 0.0892 - - 0
_
287.5
_ 5010 0.11500
-_ 0
287.6 6i697 0.1416 0
287.7
-287.8
-
-- 7356
8567? t 0.1689
I
0.1967 0
0
287.9 9800 _
0.2250- _ ?- 0
288
288.1
- -- 11052
12322 0.2537
- 0.2829 0
0
288-2
_
- - 13609 I 0.3124 _ - 0
?- -^_
288.3
- ' 14910 0.3423 0
_288.4_ 16226 0.3725 -6-
288.5
- 17556 0.40
3
0 _
- 0
288.6
- 18897 _
_
_
-
_288.7
- 2_02_51 0.4649
' I - 0
_ 288.8
-288
9 - 21616
22992 0.4962
0
5278 0
?? --? 0
._
- 28_9.1-
25774 _
.
0.5597 -
0.5917 ? --- - ----?
0
289.2
- 27180 0.6240 ~ -
0
289.3
_ - 28594 _
0.6564
-- _
0
_289.4
- 30018 0.6891 -- - --- ' 0
289.5 31449 0.7220 0
_ 289.6
- 32889 0.7550 1 0
289.7
_
-- 34337 0.7883 -_
1.9
289.8
- 35792 0.8217 5.37
289.9 37254 ; 0.8552 9.86
- _290_
_ -. 38724 ? -- 0.8890 15.18
290.1 40201 0.9229 _ -21.21
290.2
_ 41684 0.9569 27.89
- 290.3
J290.4 43174
44_6_70 0.9911
1.0255 35.14
42.93
290.5 _
- 4_61_73 1.0600 - 51.23
29_0.6
_
- _
47681 1.0946 60
290.7 ? 49196 1.1294 -? 69.22
_ 290.8 50716 1 1.1643 78.87
290.9
a- 52242 __ 1.1993 88.93
_ _291
291.1_ 53774
55311_f _
1.2345
1.2_698 _
99.39
110.2_3
-_291.2
291
3 56_853
58401 1 1.3052
- 1
3407 _ 121.43
-132
99
.
29
1.4 59953 .
1.3763 .
144.9
_
_
-
291.5 61511 1.4121 157.14
291.6
_ 63073 1 1.4480 169.71

291.7
64641 i --
1.4839
174.37
29_1.8 66213 1.5200 178.47
291.9
292 67789
69371 1.5562
1.5925 ! .182.48
186,41
Stage-Storage Functions.XLS WETLAND 2C CALC
THE WOODLANDS - PHASE 2 1 " RUNOFF TR McCormack
TOL05060 VOLUME CALCULATION 1/18/2007
Wetland 2C
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DC1As). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adji:
to initial abstractions (0.2*S and 0.8*S).
hnpervious Area, directly connected (DCIA) _
@CN=
Open areas draining to pond =
@CN=
Other areas draining to the pond=
@CN=
Composite CN =
Runoff from DCIAs ==>
stments made
3.73 acres Total Drainage : 16.51 acres
98
8.18 acres
75
4.60 acres
71
79
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 10709 CF
Runoff from non-connected areas ==>
Precipitation amount = 1.0 inches
S = 3,333 inches (calculated)
Q* = 0.030 inches (calculated)
Runoff volume = 900 CF
Runoff from non-connected areas ==>
Precipitation amount = 1.0 inches
S = 4.085 inches (calculated)
Q* = 0.008 inches (calculated)
Runoff volume = 131 CF
Therefore, total runoff from precipitation in question = 11740 CF
This amount ofrunoff must be stored in the pond above normal pool elevation
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at pennanent pool elevation.
to105060_1in_runoff.xls Page 5 of 6 Wetland 2C
THE WOODLANDS - PHASE 2 1" RUNOFF
TOL-05060 VOLUME CALCULATION
Wetland 20
Calculation of depth required for runoff storage pool (above normal pool)

Nonnal pool depth (above invert) = 0.00 feet
Storage provided at pennanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 11740 CF
Pond Ks= 11052
Pond b = 1.1413
Invert Elevation= 287.00
Stage (above invert) associated with this storage = 1.05 feet
1 Therefore, depth required above nonnal pool for stonn storage = 1.05 feet
12.65 inches
Therefore set crest of principal spillway at stage = 2.60 feet
and EL = 289.60 feet
At principal spillway crest, storm pool storage provided = 32889 CF OK
TR McConnack
1/18/2007
to105060_1 in runoff.xls Page 6 of 6 Wetland 2C
THE WOODLANDS - PHASE 2
TOL-05060
TR McCormack
1/18/2007
Impervious Area = 3.71 acres
Drainage Area = It 6.51 acres
% Impervious = 22.6%
Average Depth = 3,00 ft.
From the NCDENR Stormwater BMP Handbook (4/99) , the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0 3.00 4.0
Lower Boundary=> 20.0 0.97 0.79
Site % impervious => 22.6 1.07 9.07 0.87
Upper Boundary => 30.0 1.34 1.08
Area Required = 7666 sq.ft.

Area Provided = 10600 s .ft. OK
WQ Dimension Check.XLS
THE WOODLANDS Water Quality Orifice Design Sheet
TOL-05060 WETLAND 2C
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Normal Pool Elevation =
1.75 inches
1
11052
1.1413
0.60
287.00 feet
0 CF
287.00 feet
WSEL
(feet) Vol. Stored
c Siphon Flow
(cfs Avg. Flow
(cfs) Incr. Vol. Incr. Time
(sec)
288.054 11736 0.080
287.963 10582 0.076 0.078 1154 14866
287.871 9443 0.072 0.074 1139 15443
287.780 8321 0.068 0.070 1122 16114
287.688 7217 0.063 0.065 1104 16911
287.597 6134 0.058 0.061 1083 17881
287.506 5075 0.053 0.055 1060 19102
287.414 4042 0.047 0.050 1033 20713
287.323 3041 0,040 0.044 1001 22996
287.231 2080 0.032 0.036 961 26659
287.140 1172 0.020 0.026 908 34626
Drawdown Time = 2.38 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.491 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 1.75" orifice = 0.017 ft2
Q = 0.0563 cfs
Drawdown Time = Volume / Flowrate / 86400 (seelday)
Drawdown Time = 2.41 da s
TR McCormack
1/2512007
3onclusion : Use 1 - 1.75" Diameter Water Quality Orifice to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 2.50 days.
tol05060_SIPHONS.XLS WETLAND 2C
c°v o°
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TBE WOODLANDS Square Riser/Barrel
TOL-05060 Anti-Flotation Block Calculations
Wetland 2C
Input Data =_>
Inside length of riser = 5.00 feet
Inside width of riser = 5.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 6.00 feet
Base width of riser = 6.00 feet
Inside height of Riser = 5.10 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 44.00 inches
Size of drain pipe (if present) = 6.0 inches
Trash Rack water displacement = 61.74 CF
Concrete Present in Riser Structure =_>
Total amount of concrete:
Base of Riser = 24.000 CF
Riser Walls = 56.100 CF
Adjust for openings:
TR McCormack
1/25/2007
NC' P:-rlu0s l:sis uid, wi. o
manhok coiemtc 31. 142
Opening for barrel = 5.280 CF
Opening for drain pipe = 0.098 CF
Total Concrete present, adjusted for openings = 74.722 CF
Weight of concrete present = 10611 lbs
Amount of water displaced by Riser Structure =>
Displacement by concrete = 74,722 CF
Displacement by open air in riser = 127.500 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel structure = 263.962 CF
Weight of water displaced = 16471 Ibs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (mex,mrr,mti is cm highcxn
Must add = 8331 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete= 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 120.365 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 144.365 CF of concrete
to105060 cone riser flotation.As 1 OF 2 Wetland 2C
THE WOODLANDS Square Riser/Barrel
TOL-05060 Anti-Flotation Block Calculations
Wetland 2C
Calculate size of base for riser assembly = >
Length = 8.000 feet
Width = 8.000 feet
Thickness = 32.0 inches
Concrete Present = 170.667 CF OK
Check validity of base as designed =_>
Total Water Displaced = 410.629 CF
Total Concrete Present = 221.389 CF
Total Water Displaced = 25623 lbs
Total Concrete Present = 31437 lbs
Actual safety factor = 1.23
Results of design =_>
OK
TR McConnack
1/25/2007
Base length = 8.00 feet
Base width = 8.00 feet
Base Thickness = 32.00 inches
CY of concrete total in base = 6.32 CY
Concrete unit weight in added base >= 142 PCF
to105060 conc riser flotation.xls 2 OF 2 Wetland 2C

THE WOODLANDS - Phase 2
TOL-05060
Wetland 2C Dissipator Calculations
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 68.41 Flow depth (ft) = 2.53
slope Sin % : 1.00% Outlet velocity (fps) = 10.74
pipe diameter D in in.: 36
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 10.74
Apron length (ft) 24.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 s 22
» 13 I3 or 1 22
23 2 27
-- Dissipator, Pipe or Quit (D P or Q) --
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3'+ 24'
= 25 ft
CONCLUSION:
USE NCDOT CLASS'2' RIP RAP
24%x 27'W x 22" THK
TR McCormack
9/28/2006
"I'OL05060- WETLAND2 C-DI S SIPATOIt.doc
Job File: X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Rain Dir: X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\
JOB TITLE
--------------------------
Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Table of Contents
Table of Contents
i
++xxx++++x+xxxx+xx+x OUTLET STRUCTURES ++xxxxxxxx+xx+++x+xxx
WETLAND 2C...... Outlet Input Data .................. 1.01
Individual Outlet Curves ........... 1.05
Composite Rating Curve ............. 1.13
SIN: 6217012070C3 The John R. McAdams Company
POndPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Outlet Input Data Page 1.01
Name.... WETLAND 2C
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 287.00 ft
Increment = .10 ft
Max. Elev.= 292.00 ft
*#tt44tt*tt*##**tt*#t*+*t**t#*#*####44ttt*#ttt
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
*--- Reverse Flow Only (DnStream to UpStream)
* --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 289.600 292.000
Culvert-Circular BA ---> TW 284.500 292.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Outlet Input Data
Name.... WETLAND 2C
Page 1.02
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
--
-
----
-----------------
# of openings -----------
= 1 -
Invert Elev. = 289.60 £t
Orifice Area = 25.0000 sq.ft
Orifice Coeff. - .600
Weir Length = 20.00 ft
weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n - .0000
SIN; 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Outlet Input Data
Name.... WETLAND 2C
Page 1.03
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID - BA
Structure Type =
------------------- Culvert-Circular
-----------------
No. Barrels = 1
Barrel Diameter = 36.0000 ft
Upstream Invert = 284.50 ft
Dnstream Invert 284.00 ft
Horiz. Length = 38.00 ft
Barrel Length - 38.00 ft
Barrel Slope .01316 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .000263 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form 1
Inlet Control K = 0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y - .6700
T1 ratio (HW/D) = 1.154
T2 ratio (HW/D) = 1.300
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Ti & T2...
At T1 Elev = 326.03 ft ---> Flow = 21375.40 cfs
At T2 Elev = 331.31 ft ---> Flow = 24429.03 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Outlet Input Data
Name.... WETLAND 2C
Page 1.04
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 £t
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet Curves Page 1.05
Name.... WETLAND 2C
File.... X:\Projects\TOL\TOL-05060\Storm\COmbined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Inlet Box)
---
Ups ------
tream ----
ID -------
= ( ------------------
Pond Water Surface)
DNS tream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
287.00 -------
.00 - -------
... -- ------
... ------- ------
... ... ------
... -----
Free -- -------
Outfall
WS below an invert; no flow.
287.10 .00 ... ... .. ... ... Free Outfall
WS below an invert; no flow.
287.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
287.30 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
287.40 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
287.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
287.60 .00 ... ... ... Free Outfall
WS below an invert; no flow.
287.70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
287.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
287.90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
288.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
288.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
288.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no-flow.
268.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
288.40 .00 ... ... ... Free Outfall
WS below an invert; no flow.
288.50 .00 ... ... Free Outfall
WS below an invert; no flow.
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet Curves Page 1.06
Name.... WETLAND 2C
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID - RI (Inlet Box)
-------------
Upstream ID -------------------------
= (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs €t ft ft +/-ft +/-cfs ft +/-ft
--------
288.60 -------
.00 - ------- --
... ------
... -------
... ------ ------
... ----
Free --- -------
Outfall
WS below an invert; no flow.
288.70 .00 ... ... Free Outfall
WS below an invert; no flow.
288.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
288.90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
289.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
289.10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
289.20 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
289.30 .00 ... Free Outfall
WS below an invert; no flow.
289.40 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
289.50 .00 ... ... ... Free Outfall
WS below an invert; no flow.
289.60 .00 ... ... ... Free Outfall
WS below an invert; no flow.
289.70 1.90 289.70 Free 284.84 .000 .000 Free Outfall
Weir: H =.10
289.80 5.37 289.80 Free 285.07 .000 .000 Free Outfall
Weir: H =.20
289.90 9.86 289.90 Free 285.28 .000 .000 Free Outfall
Weir: H =.30
290.00 15.18 290.00 Free 285.46 .000 .000 Free Outfall
Weir: H =.40
290.10 21.21 290.10 Free 285.64 .000 .000 Free Outfall
Weir: H =.50
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet Curves Page 1.07
Name.... WETLAND 2C
File.... X:\Projects\TOL\TOL-05060\Storm\COmbined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Inlet Box )
-------------------
Upstream ID -----------
(Pond Water --------
Surface)
DNstream ID = BA (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
290.20 -------
27.89 - ------- --------
290.20 Free -------
285.81 ------
.000 ------
.000 ----
Free --- -------
Outfall
Weir: H =.60
290.30 35.14 290.30 Free 285.97 .000 .000 Free Outfall
Weir: H =.70
290.40 42.93 290.40 Free 286.12 .000 .000 Free Outfall
Weir: H =.80
290.50 51.23 290.50 Free 286.27 .000 .000 Free Outfall
Weir: H =.90
290.60 60.00 290.60 Free 286.42 .000 .000 Free Outfall
Weir: H =1.00
290.70 69.22 290.70 Free 286.56 .000 .000 Free Outfall
Weir: H =1.10
290.80 78.87 290.80 Free 286.70 .000 .000 Free Outfall
Weir: H =1.20
290.90 88.93 290.90 Free 286.84 .000 .000 Free Outfall
Weir: H =1.30
291.00 99.39 291.00 Free 286.98 .000 .000 Free Outfall
Weir: H -1.40
291.10 110.23 291.10 Free 287.11 .000 .000 Free Outfall
Weir: H =1.50
291.20 121.43 291.20 Free 287.24 .000 .000 Free Outfall
Weir: H =1.60
291.30 132.99 291.30 Free 287.37 .000 .000 Free outfall
Weir: H =1.70
291.40 144.90 291.40 Free 287.49 .000 .000 Free Outfall
Weir: H =1.80
291.50 157.14 291.50 Free 287.62 .000 .000 Free Outfall
Weir: H =1.90
291.60 169.71 291.60 Free 287.74 .000 .000 Free Outfall
Weir: H =2.00
291.70 174.37 291.70 Free 287.79 .000 .000 Free Outfall
Orifice: H =2.10
SIX: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet Curves Page 1.08
Name.... WETLAND 2C
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (inlet Box)
--------------------------------------
Upstream ID = (Pond water surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
291.80 178.47 291.80 Free 287.83 .000 .000 Free Outfall
Orifice: H =2.20
291.90 182.48 291.90 Free 287.86 .000 .000 Free Outfall
Orifice: H =2.30
292.00 186.41 292.00 Free 287.90 .000 .000 Free Outfall
Orifice: H =2.40
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet Curves Page 1.09
Name.... WETLAND 2C
File.... R:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity:
62114.81 cfs
UPstream ID = RI (Inlet Box)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
------- ft
- --- ft ft +/-ft +/-cfs ft +/-ft

287.00
.00 ----
284.50 --------
Free -------
Free ------ ---
.000 ---
.000 -----
Free -- -------
Outfall
287.10 .00 284.50 Free Free .000 .000 Free Outfall
287.20 .00 284.50 Free Free .000 .000 Free Outfall
287.30 .00 284.50 Free Free .000 .000 Free Outfall
287.40 .00 284.50 Free Free .000 .000 Free Outfall
287.50 .00 284.50 Free Free .000 .000 Free Outfall
287.60 .00 284.50 Free Free .000 .000 Free Outfall
287.70 .00 284.50 Free Free .000 .000 Free Outfall
287.80 .00 284.50 Free Free .000 .000 Free Outfall
287.90 .00 284.50 Free Free .000 .000 Free Outfall
288.00 .00 284.50 Free Free .000 .000 Free Outfall
288.10 .00 284.50 Free Free .000 .000 Free Outfall
288.20 .00 284.50 Free Free .000 .000 Free Outfall
288.30 .00 284.50 Free Free .000 .000 Free Outfall
288.40 .00 284.50 Free Free .000 .000 Free Outfall
288.50 .00 284.50 Free Free .000 .000 Free Outfall
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet Curves Page 1.10
Name.... WETLAND 2C
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
-------------------
Mannings open chann -------------------
el maximum capacity: 62114.81 cfs
Upstream I D = RI (Inlet Box)
DNstream I D = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
------- ft
- - ft ft +/-ft + /-cfs ft +/-ft

288.60
.00 ------
284.50 --------
Free ------- --
Free ---- -
.000 -----
.000 ------- -------
Free Outfall
288.70 .00 284.50 Free Free .000 .000 Free Outfall
288.80 .00 284.50 Free Free .000 .000 Free Outfali
288.90 .00 284.50 Free Free .000 .000 Free Outfall
289.00 .00 284.50 Free Free .000 .000 Free Outfall
289.10 .00 284.50 Free Free .000 .000 Free Outfall
289.20 .00 284.50 Free Free .000 .000 Free Outfall
289.30 .00 284.50 Free Free .000 .000 Free Outfall
289.40 .00 284.50 Free Free ,000 .000 Free Outfall
289.50 .00 284.50 Free Free .000 .000 Free Outfall
289.60 .00 284.50 Free Free .000 .000 Free Outfall
289.70 1.90 284.84 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .076ft Dcr= .226ft CRIT.DEPTH
289.80 5.37 285.07 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .127ft Dcr= .381ft CRIT.DEPTH
289.90 9.86 285.28 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .173ft Dcr= .517ft CRIT.DEPTH
290.00 15.18 285.46 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .214ft Dcr= .641ft CRIT.DEPTH
290.10 21.21 285.64 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .254ft Dcr= .758ft CRIT.DEPTH
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet curves
Name.... WETLAND 2C
Page 1.11
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
Mannings open channel maximum capacity: 62114.81 cfs
UPstream ID = RI (Inlet Box)
DNStream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-£t +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
290.20 27.89 285.81 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .291ft Dcr= .870ft CRIT.DEPTH
290.30 35.14 285.97 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .327ft Dcr= .976ft CRIT.DEPTH
290.40 42.93 286.12 Free Free .000 .000 Free outfall
CRIT.DEPTH CONTROL Vh= .362ft Dcr= 1.080ft CRIT.DEPTH
290.50 51.23 286.27 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .396ft Dcr= 1.180ft CRIT.DEPTH
290.60 60.00 286.42 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .429ft Dcr= 1.277ft CRIT.DEPTH
290.70 69.22 286.56 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .461ft Dcr= 1.372ft CRIT.DEPTH
290.80 78.87 286.70 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .492ft Dcr= 1.465ft CRIT.DEPTH
290.90 88.93 286.84 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .523ft Dcr= 1.556ft CRIT.DEPTH
291.00 99.39 286.98 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh- .554ft Dcr= 1.645ft CRIT.DEPTH
291.10 110.23 287.11 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .584ft Dcr= 1.733ft CRIT.DEPTH
291.20 121.43 287.24 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .613ft Dcr= 1.820ft CRIT.DEPTH
291.30 132.99 287.37 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .642ft Dcr= 1.905ft CRIT.DEPTH
291.40 144.90 287.49 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .671ft Dcr= 1.989ft CRIT.DEPTH
291.50 157.14 287.62 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .699ft Dcr= 2.071ft CRIT.DEPTH
291.60 169.71 287.74 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .727ft Dcr= 2.153ft CRIT.DEPTH
291.70 174.37 287.79 Free Free .000 .000 Free outfall
CRIT.DEPTH CONTROL Vh= .737ft Dcr= 2.163ft CRIT.DEPTH
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Individual Outlet Curves Page 1.12
Name.... WETLAND 2C
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 62114.81 cfs
Upstream ID = RI (Inlet Box)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft £t +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
291.80 178.47 287.83 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .746ft Dcr= 2.208ft CRIT.DEPTH
291.90 182.48 287.86 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .754ft Dcr= 2.233ft CRIT.DEPTH
292.00 186.41 287.90 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .762ft Dcr= 2.257ft CRIT.DEPTH
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Composite Rating Curve
Name.... WETLAND 2C
Page 1.13
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engine er: James Caldwell
Project Tit le: TOL05060
Project Commen ts:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------- -----
-------------
Elev. Q TW E lev Error
ft
-------- cfs
------- f
----- t +/-ft Contrib uting Structures

287.00
.00
Free --- -----
outfall --------
(no Q: ------------------
RIBA)
287.10 .00 Free Outfall (no Q: RIBA)
287.20 .00 Free Outfall (no Q: RIBA)
287.30 .00 Free Outfall (no Q: RIBA)
287.40 .00 Free Outfall (no Q: RIBA)
287.50 .00 Free Outfall (no Q: RIBA)
287.60 .00 Free Outfall (no Q: RIBA)
287.70 .00 Free Outfall (no Q: RIBA)
287.80 .00 Free Out€all (no 0: RIBA)
287.90 100 Free Outfall (no Q: RIBA)
288.00 .00 Free Outfall (no Q: RIBA)
288.10 .00 Free Outfall (no Q: RIBA)
288.20 .00 Free Outfall (no Q: RI,BA)
288.30 .00 Free Outfall (no Q: RIBA)
288.40 .00 Free Outfall (no Q: RI,BA)
288.50 .00 Free Outfall (no Q: RIBA)
288.60 .00 Free Outfall (no Q: RIBA)
288.70 .00 Free outfall (no Q: RIBA)
288.80 .00 Free Outfall (no 0: RIBA)
288.90 .00 Free Outfall (no Q: RIBA)
289.00 .00 Free Outfall (no Q: RIBA)
289.10 .00 Free Outfall (no Q: RIBA)
289.20 .00 Free outfall (no Q: RI BA)
289.30 .00 Free outfall (no Q: RIBA)
289.40 .00 Free Outfall (no Q: RIBA)
289.50 .00 Free Outfall (no Q: RIBA)
289.60 .00 Free Outfall (no Q: RI,BA)
289.70 1.90 Free Outfall RIBA
289.80 5.37 Free Outfall RI, BA
289.90 9.86 Free Outfall RIBA
290.00 15.18 Free Outfall RIBA
290.10 21.21 Free Outfall RIBA
290.20 27.89 Free Outfall RI,BA
290.30 35.14 Free Outfall RI,BA
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
Type.... Composite Rating Curve
Name.... WETLAND 2C
Page 1.14
File.... X:\Projects\TOL\TOL-05060\Storm\Combined Phases\Design Files\WETLAND 2C.PPW
Title... Project Date: 6/6/2006
Project Engineer: James Caldwell
Project Title: TOL05060
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft
---- cfs
-
---
290.40 -------
42.93
290.50 51.23
290.60 60.00
290.70 69.22
290.80 78.87
290.90 88.93
291.00 99.39
291.10 110.23
291.20 121.43
291.30 132.99
291.40 144.90
291.50 157.14
291.60 169.71
291.70 174.37
291.80 178.47
291.90 182.48
292.00 186.41
-------- Converge
TW Elev Error
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
RI, BA
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 3:17 PM Date: 1/18/2007
THE WOODLANDS Proiect Information JW Caldwell, PE
TOL-05060 Total Project 1/2512007
Total Project
Total Area =
Total Roadway Impervious Area =
Total Number of Lots =
Total Lot Impervious Area =
Total Impervious Area =
Total Impervious =
67.81 ac
4.91 ac
88
11.35 ac
16.26 ac
23.98 %
Wetland 2A
Total On-Site Drainage Area = 15.62 ac
total on-Site Roadway/ Greenway Impervious = 1.82 ac
Total Number of Lots = 23
Impervious Area per Lot = 5650 sf
Total Lot Impervious Area = 2.98 ac
Total On-Site Impervious Area = 4.80 ac
Wetland 2B
Total On-Site Drainage Area =
Total On-Site Roadway/ Greenway Impervious =
Total Number of Lots =
Impervious Area per Lot =
...........
Total Lot Impervious Area =
Total On-Site Impervious Area =
Sub-Basin 2 Bypass
10.69 ac
0.75 ac
18
5420 sf
2.24 ac
2.99 ac
Total On-Site Drainage Area = 17.79 ac
total on-Site Roadway/ Greenway Impervious = 0.93 ac
Total Number of Lots = 17
Impervious Area per Lot = 5690 sf
Total Lot Impervious Area = 2.22 ac
Total On-Site Impervious Area _ 3.1 .
. 5 ac
Sub-Basin 1
Total On-Site Drainage Area =
Total On-Site Roadway/ Greenway Impervious =
Total Number of Lots
Impervious Area per Lot =
Total Lot Impervious Area =
Total On-Site Impervious Area =
Wetland 2C
5.45 ac
0.19 ac
6-
5690 sf
0.78 ac
0.97 ac
Total On -Site Drainage Area = 11.91 ac
Total On-Site Roadway/ Greenway Impervious = 1.20 ac
Total Number of Lots = 19
Impervious Area per Lot = 5690 sf
Total Lot Impervious Area = 2.48 ac
Total On-Site Impervious Area = 3.68 ac
Sub-Basin 3
Total On-Site Drainage Area =
Total On-Site Roadway/ Greenway Impervious =
Total Number of Lots=
Impervious Area per Lot =
Total Lot Impervious Area =
Total On-Site Impervious Area =
TOTAL NITROGEN EXPORT CALCULATIONS. As
6.32 ac
0.02 ac
5
5690 sf
.............
0.65 ac
0.67 ac
INFORMATION
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THE WOODLANDS Project Information JW Caldwell, PE
TOL-05060 Total Project 1/2512007
SUMMARY .OF TOTAL NITROGEN EXPORT
Total TN Export - (Before Treatment) = 6.00 Ibs/ac/yr
Total Area = 67.81 acres
Total TN Export = 406.57 Ibs/yr
Total TN Export To WU50' Buffer = 7.12 Ibs/ac/yr
Total Area - To WU50' Buffer = 26.31 acres
Total TN Export - To Wetland/50' Buffer = 187.43 Ibs/yr
WU50'Buffer Nitrogen Removal Efficiency = 58%
TN Export from WU50' Buffer Outflow = 78.72 Ibs/yr
Total Nitrogen Removed by WU50' Suffer = 108.71 Ibs/yr
Total TN Export To 50' Buffer = 4.74 Ibs/ac/yr
Total Area - To 50' Buffer = 17.79 acres
Total TN Export - To 50' Buffer = 84.36 Ibs/yr
50' Buffer Nitrogen Removal Efficiency = 30%
TN Export from 50' Buffer Outflow = 59.05 lbs/yr
Total Nitrogen Removed by 50' Buffer = 25.31 Ibs/yr
Total TN Export To 100' Buffer = 4.00 Ibs/ac/yr
Total Area - To 100' Buffer = 11.77 acres
Total TN Export - To 100' Buffer = 47.06 Ibs/yr
100' Buffer Nitrogen Removal Efficiency = 44%
TN Export from 100' Buffer Outflow = 26.35 Ibs/yr
Total Nitrogen Removed by 100' Buffer = 20.71 Ibs/yr
Total TN Export To WU100' Buffer = 7.38 Ibs/ac/yr
Total Area - To WU100' Buffer = 11.91 acres
Total TN Export - To Wetland/100' Buffer = 87.93 Ibs/yr
WU100' Buffer Nitrogen Removal Efficiency = 66.4%
TN Export from WU100' Buffer Outflow = 29.54 Ibs/yr
Total Nitrogen Removed by WU100' Buffer = 58.39 Ibs/yr
Total TN Export -After Treatment = 193.46 Ibs/yr
TOTAL NITROGEN EXPORT CALCULATIONS.As SUMMARY