20050732 Ver 12_Final SW Management Plan Design_20081031

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THE JOHN R. McADAMS COMPANY, INC.
01) 31 V12,
Ve.r 'T
BRIAR CHAPEL - PHASE 4
CHATHAM COUNTY, NORTH CAROLINA
FINAL STORMWA TER MANAGEMENT PL4N DESIGN
WATER QUALITYPONDS #1- #6
NEW-05042
Research Triangle Park, NC
Post Office Box 14005
i
Research Triangle Park,
North Carolina 27709 October 2008
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
67'01rCarmel oad
Suite 205
Charlotte, North Carolina 28226
800-733-5646 Jeremy V. Finch, PE Q(? l a3 1 2008
704-527-0800 Stormwater Project Manager
704-527-2003 Fax ;u.; ?j, wUALITY
W? r ,yu 4t :i 6TORWATER BRANCH
Wilmington, NC
3904 Oleander Drive
Suite W10
Wi'*North Carolina 28403
80, 46
910-799-8181
910-799-8171 Fax
wwwjohnrmcadams.com Design Services Focused On Client Success
BRIAR CHAPEL - PHASE 4
is Final Stormwater Management Facility Design - Water Quality Ponds #1 - 96
General Description
Located off of US Highway 15-501, north of Andrews Store Road and south of Mann's Chapel
Road in Chatham County, NC is the proposed development known as Briar Chapel. Phase 4 of the
proposed development is approximately 140-acres and will consist of the construction of single-
family lots, a clubhouse/amenity center, along with the associated utility, parking, and roadway
infrastructure.
The overall proposed Briar Chapel development is located within the Cape Fear River Basin, and
drains to a stream (Pokeberry Creek) classified as Water Supply IV (WS-IV), and Nutrient Sensitive
Waters (NSW). As a result of the proposed development exceeding the maximum allowable limit
for stream impacts, an individual permit issued by The United States Army Corps of Engineers
(USACE) was required (Clean Water Act Section 404 permit). Also, a Clean Water Act Section
401 Water Quality Certification from NCDWQ was attached to the individual permit. Under the
401 Water Quality Certification issued by NCDWQ, the proposed site will be required to comply
with the following stormwater management requirements:
1. A final written stormwater management plan for each subwatershed (including signed
and notarized Operation and Maintenance agreements) shall be submitted to the 401
Oversight and Express Permitting Unit. The stormwater management plan may be
submitted to DWQ in phases for written approval as long as no impact to wetlands or
streams occur in that phase until written approval is received from DWQ.
• 2. The stormwater plans shall utilize constructed wetlands, bioretention areas, wet ponds
followed by forested filter strips and similar best management practices designed to
remove nutrients. The stormwater management plan must include plans, specifications,
and worksheets for stormwater management facilities that are appropriate for the
surface water classification and designed to remove at least 85% TSS according to the
most recent version of the NCDENR Stormwater Best Management Practices Manual.
3. For low density areas of the project with low impervious surface area, engineered
stormwater management facilities are not expected. For these areas of lower
impervious area, similar best management practices that remove nutrients such as
grassed swales and vegetated riparian buffers should be sufficient rather than more
intensive engineered stormwater devices such as constructed wetlands.
In addition to the above DWQ stormwater requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("Stormwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff from the project site and from any offsite
drainage routed to an on-site control structure. Ensure that the draw down time for this
treatment volume is a minimum of forty eight (48) hours and a maximum of one hundred
and twenty (120) hours.
2. Maintain the discharge rate for the treatment volume at or below the pre-development
discharge rate for the ]-year, 24-hour storm.
To satisfy these stormwater requirements, Phase 4 of the Briar Chapel development will be treated
• via water quality ponds with preformed scour hole/level spreader outlets that will provide sheet flow
of the 1" runoff volume into the existing stream buffers. The existing stream buffers downstream of
these facilities will be utilized as forested filter strips. This report contains the final design
. calculations for water quality ponds #1 thru #6. These water quality ponds have been designed so
that both the water quality and water quantity requirements described above are satisfactorily met.
Please refer to the summary of results and discussion of results sections of this report for additional
information.
Calculation Methodolo y
Rainfall data for the Chatham County, NC region is derived from USWB Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate a depth-duration-frequency
(DDF) table describing rainfall depth versus time for varying return periods in the Chatham
County region. These rainfall depths were then input into the meteorological model within
HEC-HMS for peak flow rate calculations. Please reference the rainfall data section within
this report for additional information.
Using maps contained within the Chatham County Soil Survey, the watershed soils were
determined to range from hydrologic soil group (HSG) `B' to HSG `C' soils. Since the
method chosen to compute the post-development peak flow rates and runoff volumes is
dependent upon the soil type, all hydrologic calculations are based upon the percentage of
HSG `B' and HSG `C' soils within each subbasin.
Within each subbasin, the proportion of each soil group was determined using soils
information. Once the proportion was determined, a composite SCS CN was computed for
each cover condition. For example, the post-development condition of the drainage area to
WQ Pond #1 consists of approximately 95% HSG `B' soils and 5% HSG `D' soils.
Therefore, for the open area cover condition, the composite SCS CN is computed as follows
• (assuming good condition)
Composite Open SCS CN (0.95*61) + (0.05 *80) - 62
This type of calculation was done for each of the studied subbasins in the post-development
condition in an effort to accurately account for the difference in runoff between HSG `B'
soils and HSG `C' soils.
A composite SCS Curve Number was calculated for the post-development condition using
SCS curve numbers and land cover conditions. Land cover conditions for the post-
development condition were taken from the proposed development plan.
The post-development time of concentration to the water quality ponds were all assumed to
be 5 minutes in the post-development condition.
All on-site topo was taken from aerial topography information provided to The John R.
McAdams Company, Inc. The drainage map for the post-development. condition has been
included in this report.
HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, was used to generate post-
development peak flow rates for the water quality ponds. Final routing calculations for the
ponds were also performed within HEC-HMS.
Pondpack Version 8.0, by Haestad Methods, was used to generate the stage-discharge rating
curves for the proposed water quality ponds. These rating curves were input into HEC-HMS
for routing calculations.
•
The stage-storage rating curve and stage-storage function for the proposed water quality
ponds were both generated externally in a spreadsheet and then input into HEC-HMS.
Velocity dissipaters are provided at the end of the principal spillway outlets for the water
quality ponds to prevent erosion and scour in the downstream area. The dissipaters are
constructed using riprap, underlain with a woven geotextile filter fabric. The filter fabric is
used to minimize the loss of soil particles beneath the riprap apron. The dissipaters are sized
for the 10-year storm event using the NYDOT method. It is a permanent feature of the
outlets.
Water quality sizing calculations were performed in accordance with the N.C. Stormwater
Best Management Practices manual (NCDENR April 1999). The normal pool surface area
for the water quality ponds were sized by calculating the average depth and then selecting
the appropriate SAIDA ratio from the water quality pond section of the NCDENR manual.
A temporary storage pool for the 1" runoff volume is provided in the ponds, to be drawn
down in 2 to 5 days using an inverted siphon.
For 100-year storm routing calculations, a "worst case condition" was modeled in order to
ensure the proposed ponds would safely pass the 100-year storm event. The assumptions
used in this scenario are as follows:
1. The starting water surface elevation in the ponds, just prior to the 100-year storm
event, is at the top of the principal spillway structures. This scenario could occur as a
result of a clogged siphon or a rainfall event that lingers for several days. This could
also occur as a result of several rainfall events in a series, before the inverted siphon
has an opportunity to draw down the storage pool between NWSE and the riser crest
elevation.
is 2. A minimum of 0.5-ft of freeboard between the peak elevation during the "worst
case" scenario and the top of the dam was achieved for the water quality ponds.
The downstream tailwater elevation for the ponds was assumed to be a free outfall condition
during the 1-year storm event (a conservative assumption).
The 100-year tailwater elevation for the ponds was assumed to be free outfall because the
100-year floodplain elevation downstream of the ponds is below the invert out elevation.
Discussion of Results
As previously stated, this report contains the final design calculations for the proposed water quality
ponds #1 thru #6 located within Phase 4 of the Briar Chapel development. These ponds will
function as "dual-purposed facilities" by providing both water quality and water quantity (for the 1-
year storm only). Please refer to the Summary of Results tables for additional information.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in the Water Quality Certification #3402 (WQC 93402) and Section 8.3 ("Stormwater Controls") of
the Chatham County Compact Communities Ordinance will be met with the proposed water quality
ponds. However, modifications to the proposed development may require that this analysis be
revised. Some modifications that would require this analysis to be revised include:
0 i. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post-development watershed breaks change significantly from those used to prepare this
• report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
•
0
•
•
BRIAR CHAPEL - PHASE 4
NEW-05042
WATER QUALITY POND #1
SUMMARY OF RESULTS
J. FINCH, PE
10/13/2008
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft] Freeboard
[ft]
1-Year 38.82 0.43 413.43 2.57
10-Year 104.73 66.87 414.18 1.82
25-Year 134.66 110.08 414.41 1.59
100-Year (Siphon Unclogged) 181.48 163.32 414.66 1.34
100-Year (Siphon Clogged) 181.48 165.28 414.67 1.33
Design Draina e Area = 22.20 acres
Design Impervious Area = 9.61 acres

To of Dam = 416.00 ft
Required Surface Area / Drainage Area Ratio = 1.53
Surface Area at NWSE = 19068 sf
Required Surface Area at NWSE = 14749 sf

Si hon Diameter =
3 _
inches
Total Number of Siphons = 1

Armorflex Principal Spillway Weir Length 50 ft
Armorflex Principal Spillway Weir Crest Elevation 413.60 ft

Foreba Weir Length = 65 ft

Forebay Weir Crest Elevation =
415.00 _
ft
0
BRIAR CHAPEL - PHASE 4 SUMMARY OF RESULTS
NEW-05042
•
•
0
WATER QUALITY POND #2
J. FINCH, PE
10/13/2008
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft] Freeboard
[ft]
1-Year 58.73 0.45 423.22 3.03
10-Year 136.58 _ 49.95 424.38 1.87
25-Year 167.15 110.39 424.80 1.45
100-Year (Siphon Unclogged) 214.38 192.35 425.14 1.11
100-Year.(Siphon Clogged) 214.38 197.31 425.19 1.06
Design Drainage Area = 28.31 acres
Design Impervious Area = 13.83 acres

To of Dam = 426.25 ft
Required Surface Area / Drainage Area Ratio = 1.77
Surface Area at NWSE = 25110 sf
Required Surface Area at NWSE = 21837 sf
Siphon Diameter = ^
3 inches
Total Number of Siphons = 1

Riser Length = 6 ft
Riser Width = 6 ft?
Riser Crest = 423.60 ft

Barrel Diameter = 42 inches
# of Barrels = I
Invert In = 414.00 feet
Invert Out = 413.00 feet
Length = 68 feet
Slope = 0.0147 ft/ft

Emergency Spillway Weir Length 30 ft
Emergency Spillway Weir Crest Elevation = 424.50 ft
BRIAR CHAPEL - PHASE 4 SUMMARY OF RESULTS J. FINCH, PE
NEW-05042 10/13/2008

•
WATER QUALITY POND #3

Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft] Freeboard
[ft]
1-Year 19.61 0.15 434.90 3.10
10-Year
~ 47.78 9.69 435.84 2.16
25-Year 59.12 24.32 436.13 1.87
100-Year (Siphon Unclogged) 76.70 46.42 436.59 1.41
100-Year (Siphon Clogged) 76.70 47.21 436.82 1.18
Design Drainage Area = 10.53 acres
Design Impervious Area = 4.29 acres

To of Dam = 438.00 ft
Re uired Surface Area / Drainage Area Ratio = 1.62
Surface Area at NWSE = 17411 sf
Required Surface Area at NWSE = 7428 sf
Siphon Diameter = 2 inches
Total Number of Siphons = 1

Riser Length =
M 4 ft
Riser Width = 4 ft
Riser Crest = 435.50 ft

Barrel Diameter = 24 inches
of Barrels = 1
Invert In = 426.50 feet
Invert Out= 426.00 feet
_ Length = 73 feet
Slope = 0.0068 ft/ ft
is
•
•
BRIAR CHAPEL - PHASE 4
NEW-05042
WATER QUALITY POND #4
SUMMARY OF RESULTS
J. FINCH, PE
10/27/2008
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft] Freeboard
[ft]
1-Year 61.61 1.06 421.57 2.43
10-Year 134.39 59.59 422.43 1.57
25-Year
s 161.92 101.97 422.81 1.19
100-Year (Siphon Unclogged) 204.35 125.77 423.38 0.62
100-Year (Siphon Clogged) 204.35 125.81 423.44 0.56
Design Drainage Area = 25.64 acres
Design Impervious Area = 13.9 acres

To of Dam = 424.00 ft
Required Surface Area / Drainage Area Ratio = 1.79
Surface Area at NWSE = 36163 sf
Required Surface Area at NWSE = 20012 sf
Siphon Diameter = 3 inches
Total Number of Siphons = 1

Riser Length = 6 It
Riser Width = 6 ft
Riser Crest = 421.55 It

Barrel Diameter = 42 inches.
of Barrels = 1
Invert In = 414.30 feet
Invert Out = 414.00 feet
Length = 54 feet
Slope = 0.0056 ft/ft
LJ
BRIAR CHAPEL - PHASE 4 SUMMARY OF RESULTS J. FINCH, PE
NEW-05042 10/23/2008
E
•
WATER QUALITY POND #5
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft] Freeboard
[ft]
1-Year 32.10 0.40 437.56 2.44
10-Year 71.52 36.33 438.46 1.54
25-Year 86.61 63.56 438.78 1.22
100-Year (Siphon Unclogged) 109.88 94.67 439.10 0.90
100-Year (Siphon Clogged) 109.88 97.97 439.10 0.90
Design Drainage Area = 14.02 acres
Design Impervious Area = 7.47 acres

To of Dam = 440.00 ft
Required Surface Area / Drainage Area Ratio = 1.93
Surface Area at NWSE = 14468 sf
Re wired Surface Area at NWSE = 11758 sf
Siphon Diameter = 3 inches
Total Number of Siphons = 1

Riser Length = 5 ft
Riser Width = 5 ft
Riser Crest = 437.75 ft

Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 428.35 feet
Invert Out = 428.00 feet
Length = 64 feet
Slope = 0.0055 ft/ft
0
BRIAR CHAPEL - PHASE 4 SUMMARY OF RESULTS J. FINCH, PE
NEW-05042 10/23/2008

WATER QUALITY POND #6
•
0
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft] Freeboard
[ft]
1-Year 30.04 1.11 454.03 1.97
10-Year 59.02 41.23 454.77 1.23
25-Year 69.47 58.73 454.98 1.02
100-Year (Siphon Unclogged) 85.61 75.93 455.17 0.83
100-Year (Siphon Clogged) 85.61 76.02 455.17 0.83
Design Drainage Area = 10.08 acres
Design Impervious Area = 6.66 acres

To of Dam = 456.00 ft
Required Surface Area / Drainage Area Ratio = 2.55
Surface Area at NWSE = 12334 sf
Required Surface Area at NWSE = 11186 sf
Siphon Diameter = 2 inches
Total Number of Siphons = 1

Riser Length = 5 ft
Riser Width = 5 ft
Riser Crest = 454.00 ft

Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 448.25 feet
Invert Out = 448.00 feet
Length = 48 feet
Slope = 0.0052 ft/ft
E
•
RAINFALL DATA
2 SOILS DATA
3 USGS MAP
4 FEMA FLOODPLAIN MAP
POST-DEVELOPMENT
5 HYDROLOGIC CALCULATIONS
WATER QUALITY POND #1 FINAL
6 DESIGN CALCULATIONS
WATER QUALITY POND #2 FINAL
7 DESIGN CALCULATIONS
8 WATER QUALITY POND #3 FINAL
DESIGN CALCULATIONS
9 WATER QUALITY POND #4 FINAL
DESIGN CALCULATIONS
1 WATER QUALITY POND #5 FINAL
0 DESIGN CALCULATIONS
11 WATER QUALITY POND #6 FINAL
DESIGN CALCULATIONS
0
BRIAR CHAPEL MASTER IMPERVIOUS AREA SUMMARY - PHASE 4
Mazimum Im rvious Per Lot Impervious Surface Treated Per Stormwater Management Facili
Construction Drawing Lot # Plat Lot # Lot Type Impervious Area [s WQ Pond #1 WQ Pond #2 WQ Pond #3 WQ Pond #4 WQ Pond #5 WQ Pond #6 Bypass
1 198 100' Lot 4,600 4,600
2 197 100' Lot 4,600 4,600
3 196 100' Lot 4,600 4,600
4 195 100' Lot 4,600 4,600
5 194 100' Lot 4,600 4,600
6 193 100' Lot 4,600 4,600
7 192 100' Lot 4,600 4,600
8 191 100' Lot 4,600 4,600
9 190 100' Lot 4 600 4,600
10 189 100' Lot 4 600 4 600
11 188 100' Lot 4,600 4 600
12 86 100' Lot 4,600 4 600
13 85 100' Lot 4,600 4,600
14 84 100' Lot 4,600 4,600
15 83 Custom Lot 4,450 4,450
16 82 Custom Lot 4,200 4,200
17 81 Custom Lot 4,200 4,200
18 80 80' Lot 4,300 4,300
19 79 80' Lot 4,300 4 300
20 78 80' Lot 4,300 4,300
21 77 Custom Lot 4,450 4,450
22 76 Custom Lot 4,450 4 450
23 75 80' Lot 4,300 4,300
24 74 80' Lot 4,300 4,300
25 73 80' Lot 4,300 4,300
26 72 80' Lot 4,300 4,300
27 71 Custom Lot 4,450 4,450
28 70 Custom Lot 4,450 4,450
29 69 Custom Lot 4,450 4,450
30 68 Custom Lot 4,300 4,300
31 15 70' Lot 4,000 4,000
32 14 70' Lot 4,000 4,000
33 13 70' Lot 4,000 4,000
34 12 70' Lot 4,000 4,000
35 18 80' Lot 4,300 4,300
36 17 80' Lot 4,300 4,300
37 16 80' Lot 4 300 4,300
38 92 100' Lot 4,600 4,600
39 91 100' Lot 4,600 4,600
40 90 100' Lot 4,600 4,600
41 89 100' Lot 4 600 4,600
42 88 100' Lot 4,600 4,600
43 87 100' Lot 4,600 4,600
44 208 80' Lot 4,300 4,300
45 207 80' Lot 4,300 4,300
46 206 80' Lot 4,300 4.300
47 205 80' Lot 4,300 4,300
48 204 80' Lot 4,300 4,300
49 203 80' Lot 4,300 4,300
50 202 80' Lot 4,300 4,300
51 201 80' Lot 4,300 4,300
52 200 80' Lot 4,300 4,300
53 199 80' Lot 4,300 4,300
54 214 Custom Lot 4,300 4,300
55 213 90' Lot 4,500 4 500
56 212 90' Lot 4,500 4,500
57 211 90' Lot 4 500 4,500
58 210 90' Lot 4,500 4,500
59 209 90' Lot 4,500 4 500
60 97 80' Lot 4,300 4,300
61 96 80' Lot 4,300 4,300
62 95 80' Lot 41300 4,300
63 94 80' Lot 4,300 4,300
64 93 80' Lot 4,300 4,300
65 19 80' Lot 4,300 4,300
66 309 60' Lot 3,700 3,700
67 310 60' Lot 3,700 3,700
68 311 60' Lot 3,700 3,700
69 312 60' Lot 3,700 3,700
70 313 60' Lot 3,700 3,700
71 314 60' Lot 3,700 3,700
72 315 60' Lot 3,700 3,700
73 5 60' Lot 3 700 3,700
74 6 60' Lot 3,700 3,700
75 7 60' Lot 3,700 3,700
76 9 90' Lot 4,500 4,500
77 10 90' Lot 4,500 4,500
78 11 Info Center 8,000 8,000
79 35 80' Lot 4,300 4,300
80 34 Custom Lot 4 600 4,600
81 33 80' Lot 4,300 4,300
82 32 70' Lot 4,000 4,000
83 31 70' Lot 4,000 4,000
84 30 70' Lot 4,000 4,000
85 29 70' Lot 4,000 4,000
86 28 60' Lot 3,700 3,700
87 27 60' Lot 3 700 3,700
88 26 60' Lot 3,700 3,700
89 25 60' Lot 3,700 3,700
90 41 70' Lot 4,000 4,000
91 40 70' Lot 4,000 4 000
92 39 70' Lot 4,000 4,000
93 38 70' Lot 4 000 4,000
94 37 70' Lot 4,000 4,000
95 36 70' Lot 4,000 4,000
96 20 100' Lot 4,600 4,600
97 98 100' Lot 4,600 2,300 2,300
98 99 100' Lot 4,600 4,600
99 100 100' Lot 4,600 4,600
100 101 100' Lot 4,600 4,600
101 102 60' Lot 3,700 3,700
102 103 60' Lot 3,700 3,700
103 104 60' Lot 3,700 3,700
104 105 60' Lot 3,700 3,700
105 106 60' Lot 31700 3,700
106 107 60' Lot .3 700 3,700
107 108 60' Lot 3,700 3,700
108 24 70' Lot 4,000 2 000 2,000
109 23 70' Lot 4,000 4 000
110 22 70' Lot 4,000 4,000
111 21 70' Lot 41000 4,000
112 317 80' Lot 4,300 4,300
113 318 80' Lot 4,300 4,300
114 319 80' Lot 4,300 4,300
115 320 80' Lot 4,300 4,300
116 321 80' Lot 4,300 4,300
117 322 80' Lot 4 300 4,300
118 323 80' Lot 4,300 4 300
119 324 80' Lot 4,300 4,300
120 325 60' Lot 3,700 3,700
121 326 60' Lot 3,700 3,700
BRIAR CHAPEL MASTER IMPERVIOUS AREA SUMMARY - PHASE 4
Maximum m pervious Per Lot Impervious Surface Treated Per Stormwater Management Fscili
Construction Drawing Lot # Plat Lot # Lot Type Impervious Area [sfJ WQ Pond.#1 WQ Pond #2 WQ Pond #3 WQ Pond #4 WQ Pond #5 WQ Pond #6 Bypass
122 327 60' Lot 3,700 3,700
123 328 60' Lot 3,700 3,700
124 329 60' Lot 3,700 3,700
125 330 60' Lot 3,700 3,700
126 109 60' Lot 3,700 3,700
127 110 60' Lot 3,700 3,700
128 111 60' Lot 3,700 3,700
129 112 60' Lot 3,700 3 700
130 113 60' Lot 3,700 1,850 1,850
131 114 60' Lot 3,700 3,700
132 331 60' Lot 3,700 3,700
133 332 60' Lot 3,700 3,700
134 333 60' Lot 3,700 3,700
135 334 60' Lot 3,700 3 700
136 335 60' Lot 3,700 3,700
137 336 60' Lot 3,700 3,700
138 351 70' Lot 4,000 4,000
139 352 70' Lot 4,000 4,000
140 353 70' Lot 4,000 2,000 2,000
141 337 50' Lot 3,400 3,400
142 338 50' Lot 3,400 3,400
143 339 50' Lot 3,400 3,400
144 340 80' Lot 4,300 4,300
145 341 80' Lot 4,300 4,300
146 342 80' Lot 4,300 4,300
147 343 80' Lot 4,300 4,300
148 344 80' Lot 4,300 4,300
149 345 80' Lot 4,300 4,300
150 346 80' Lot 4,300 4,300
151 347 60' Lot 31700 3,700
152 348 60' Lot 3,700 3,700
153 349 60' Lot 3,700 3,700
154 350 60' Lot 3 700 3,700
155 118 60' Lot 3,700 3,700
156 117 60' Lot 3,700 3,700
157 116 60' Lot 3 700 3,700
158 115 60' Lot 3,700 3,700
159 131 60' Lot 3,700 3,700
160 130 60' Lot 3,700 3,700
161 129 60' Lot 3,700 3,700
162 128 60' Lot 3,700 3,700
163 127 60' Lot 3 700 3,700
164 126 80' Lot 4,300 4,300
165 125 80' Lot 4,300 4,300
166 124 80' Lot 4,300 4,300
167 123 60' Lot 3,700 3,700
168 122 60' Lot 3,700 3,700
169 121 60' Lot 31700 3,700
170 120 60' Lot 3,700 3,700
171 119 60' Lot 3,700 3,700
172 215 90' Lot 4,500 4,500
173 216 90' Lot 4 500 4,500
174 217 90' Lot 4,500 41500
175 218 90' Lot 4 500 4 ,5.00
176 219 90' Lot 4 500 4,500
177 220 90' Lot 4,500 4 500
178 154 60' Lot 3,700 3,700
179 153 60' Lot 3,700 3,700
180 152 60' Lot 3,700 3,700
181 151 60' Lot 3,700 3,700
182 150 60' Lot 3 700 3,700
183 149 60' Lot 3,700 1,850 1,850
184 148 60' Lot 3,700 3 700
185 147 60' Lot 3,700 3,700
186 146 60' Lot 3,700 3,700
187 145 60' Lot 3,700 3 700
188 144 60' Lot 3,700 3,700
189 143 60' Lot 3,700 3,700
190 142 60' Lot 3,700 3,700
191 141 50' Lot 3,400 3,400
192 140 50' Lot 3,400 3,400
193 139 50' Lot 3,400 3 400
194 138 50' Lot 3 400 3,400
195 137 50' Lot 3,400 3,400
196 257 50' Lot 3,400 3,400
197 256 50' Lot 3,400 3,400
198 255 50' Lot 3,400 3,400
199 254 50' Lot 3,400 3,400
200 253 50' Lot 31400 3,400
201 252 50' Lot 3,400 3,400
202 251 50' Lot 3,400 3,400
203 250 50' Lot 3,400 3,400
204 249 50' Lot 3,400 3,400
205 248 50' Lot 3,400 3,400
206 247 50' Lot 3 400 3,400
207 246 50' Lot 3,400 3 400
208 160 50' Lot 3,400 3,400
209 159 50' Lot 3,400 3,400
210 158 50' Lot 3,400 3,400
211 157 50' Lot 3,400 3,400
212 156 50' Lot 3,400 3,400
213 155 50' Lot 3 400 3,400
214 221 70' Lot 4,000 4,000
215 222 70' Lot 4,000 4,000
216 223 70' Lot 4,000 4,000
217 224 80' Lot 4,300 4,300
218 225 80' Lot 4,300 4,300
219 226 80' Lot 4 300 4,300
220 227 80' Lot 4,300 4,300
221 228 80' Lot 4,300 4,300
222 229 80' Lot 4,300 4,300
223 230 80' Lot 4,300 4,300
224 231 80' Lot 4,300 4,300
225 232 60' Lot 3,700 3,700
226 233 60' Lot 3 700 3,700
227 234 60' Lot 3 700
0
3,70
228 235 60' Lot 3,700 3,700
229 236 60' Lot 3,700 3,700
230 237 50' Lot 3,400 3,400
231 238 50' Lot 3,400 3,400
232 239 50' Lot 3 400 3,400
233 240 50' Lot 3,400 3,400
234 241 50' Lot 3,400 3,400
235 242 50' Lot 3,400 3 400
236 243 50' Lot 3,400 3,400
237 244 50' Lot 3,400 3,400
238 245 50' Lot 3 400 3,400
239 132 50' Lot 3,400 3,400
240 133 50' Lot 3,400 3,400
241 134 50' Lot 3,400 3,400
242 135 50' Lot 3,400 3,400
BRIAR CHAPEL MASTER IMPERVIOUS AREA SUMMARY - PHASE 4
Construction Drawin
Lot # Pl
t L
t # Maximum Im ervious Per Lot Impervious Surface Treated Per Stormwater Management Facili
g a
o Lot Type Impervious Area sff WQ Pond #1 WQ Pond #2 WQ Pond #3 WQ Pond #4 WQ Pond #5 WQ Pond #6 Bypass
243 136 50' Lot 3,400
3 400
244 258 50' Lot 3,400 3,400
245 259 50' Lot 3,400 3,400
246 260 50' Lot 3,400 3,400
247 261 50' Lot 3,400 3,400
248 262 60' Lot 3,700 3,700
249 263 60' Lot 3,700 3,700
250 264 60' Lot 3,700 3 700
251 265 60' Lot 3,700 3,700
252 266 50' Lot 3,400 3,400
253 267 50' Lot .3 ,400 3,400
254 268 50' Lot 3,400 3,400
255 269 50' Lot 3,400 3 400
256 46 50' Lot 3,400 3,400
257 45 50' Lot 3,400 3,400
258 44 50' Lot 3,400 3,400
259 43 50' Lot 3,400 3,400
260 42 50' Lot 3,400 3,400
261 66 60' Lot 3,700 3,700
262 65 60' Lot 3,700 3,700
263 64 60' Lot 3,700 3,700
264 63 60' Lot 3,700 3,700
265 62 70' Lot 4,000 4,000
266 61 70' Lot 4,000 4,000
267 60 70' Lot 4,000 4,000
268 58 50' Lot 3,400 3,400
269 57 50' Lot 3,400 3,400
270 56 50' Lot 3,400 3,400
271 55 50' Lot 3,400 3,400
272 54 50' Lot 3,400 3,400
273 53 50' Lot 3,400 3,400
274 52 50' Lot 3,400 3,400
275 51 50' Lot 3,400 3,400
276 50 50' Lot 3,400 1,700 1,700
277 49 50' Lot 3,400 3,400
278 48 50' Lot 3,400 3,400
279 47 50' Lot 3,400 3,400
280 270 60' Lot 3,700 3,700
281 271 60' Lot 3,700 3,700
282 272 60' Lot 3,700 3,700
283 273 60' Lot 3,700 3,700
284 274 60' Lot 3,700 3,700
285 275 60' Lot 3,700 3 700
286 276 60' Lot 3,700 31700
287 277 60' Lot 3,700 3,700
288 167 50' Lot 3,400 3,400
289 166 50' Lot 3,400 3,400
290 165 50' Lot 3,400 3,400
291 164 50' Lot 3 400 3 400
292 163 50' Lot 3,400 3,400
293 162 50' Lot 3,400 3,400
294 161 50' Lot 3,400 3,400
600 Centex 4,000 2,000 2,000
601 Centex 4,000 2,000 2,000
602 Centex 4,000 2,000 2,000
603 Centex 4,000 4,000
604 Centex 4,000 4,000
605 Centex 4,000 4 000
606 Centex 4,000 2,000 2,000
607 Centex 4,000 2,000 2,000
608 Centex 4,000 2,000 2,000
609 Centex 4,000 4,000
610 Centex 4,000 4,000
299 60' Lot 3,700 3,700
300 60' Lot 3,700 3,700
301 60' Lot 3,700 3,700
302 60' Lot 3,700 3,700
303 60' Lot 3,700 3,700
304 - 60' Lot 3,700 3,700
305 187 50' Lot 3,400 3,400
306 186 50' Lot 3,400 3,400
307 185 50' Lot 3,400 3,400
308 184 50' Lot 3,400 3,400
309 183 50' Lot 3 400 3,400
310 182 50' Lot 3 400 3,400
311 181 50' Lot 3,400 3,400
312 4 50' Lot 3,400 1,700 1,700
313 3 50' Lot 3,400 1,700 1,700
314 2 50' Lot 3,400 1,700 1,700
315 1 50' Lot 3,400 1,700 1,700
316 316 50' Lot 3,400 1,700 1,700
317 296 30'-40' Lot 2,400 2,400
318 297 30'-40' Lot 2,400 2,400
319 298 30'-40' Lot 2,400 2,400
320 299 30'-40' Lot 2,400 2,400
321 300 30'-40' Lot 2,400 2,400
322 301 30'-40' Lot 2,400 2,400
324 59 70' Lot 4,000 4,000
325 8 Custom Lot 4,350 4,350
326 295 Townhome Lot 2,400 2,400
327 294 Townhome Lot 2,400 2 400
328 293 Townhome Lot 2,400 2,400
329 292 Townhome Lot 2,400 2,400
330 291 Townhome Lot 2,400 2,400
331 290 Townhome Lot 2,400 2,400
332 289 Townhome Lot 2,400 2,400
333 288 Townhome Lot 2 400 2,400
334 287 Townhome Lot 2,400 2,400
335 286 Townhome Lot 2,400 2,400
336 285 Townhome Lot 2,400 2 400
337 284 Townhome Lot 2,400 2,400
338 283 Townhome Lot 2,400 2,400
339 282 Townhome Lot 21400 2,400
340 281 Townhome Lot 2,400 2,400
341 280 Townhome Lot 2,400 2,400
342 279 Townhome Lot 2,400 2 400
343 278 Townhome Lot 2,400 2,400
344 30'-40' Lot 2,400 2,400
345 30'-40' Lot 2 400 2,400
346 30'-40' Lot 2,400 2,400
347 30'-40' Lot 2,400 2,400
348 - 30'-40' Lot 2,400 2 400
349 168 Townhome Lot 2,400 1,200 1,200
350 169 Townhome Lot 2,400 2,400
351 170 Townhome Lot 2 400 2,400
352 171 Townhome Lot 2,400 2,400
353 172 Townhome Lot 2,400 2,400
354 173 Townhome Lot 2,400 2,400
355 174 Townhome Lot 2,400 2,400
356 175 Townhome Lot 2,400 2 400
357 176 Townhome Lot 2,400 2400
BRIAR CHAPEL MASTER IMPERVIOUS AREA SUMMARY - PHASE 4
Construction Drawin
Lot # Plat Lot # Maximum Im ervious Per Lot impervious Surface Treated Per Stormwater Mana ement Facili
g Lot Type Impervious Area [sfj WQ Pond #1 WQ Pond #2 WQ Pond #3 WQ Pond #4 WQ Pond #5 WQ Pond #6 Bypass
358 177 Townhome Lot 2,400 2,400
359 178 Townhome Lot 2,400 2,400
360 179 Townhome Lot 2,400 2,400
361 180 Townhome Lot 2,400 2,400
362 302 30'-40' Lot 2,400 2,400
363 303 30'-40' Lot 2,400 2,400
364 304 30'-40' Lot 2,400 2,400
365 305 30'-40' Lot 2,400 2 400
366 306 30'-40' Lot 2,400 2 400
367 307 30'-40' Lot 2,400 2,400
368 308 30'-40' Lot 2,400 2,400
Total Lot Impervious 1,384,450 198,150 339,200 105,250 315,950 106,050 117,500 202,350
Roadwa /All a Impervious 870,904 172,670 211,498 66,513 235,745 123,004 61,474 0
Sidewalk Impervious 199,536 43,578 51,591 14,839 53,881 25,834 9,813 0
Clubhouse Impervious Area 172,062 0 0 0 0 70,567 101,495 0
Amenity Impervious Area 4,356 4,356 0 0 0 0 0 0
Totals= 2,631,308 418,754 602,189 186,602 605,576 325,455 290,282 202,350
Notes:
1. Maximum Impervious Per Lot Information includes house footprint, driveway, sidewalk, patio, etc.
2. Total impervious number includes Bypass.
3. Half of CD Lot # 349 is shown as bypass in this exhibit. This bypass area will be treated by a WQ Pond in the future Phase 5 North
4. The back halves of CD Lot # 606, 607, 608 are shown as bypass in this exhibit. This bypass area will be treated by a WQ Pond in the future Phase 5 South
•
RAINFALL DATA

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NEW-05042
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NEW-05042
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•
PROJECT NO. NEW-05042
FILENAME: NEW05042-SOILS
SCALE: 1 r m 200'
DATE: 10-10-2008
BRLAR CHAPEL _ PHASE 4
CHATHAM COUNTY, NORTH CAROLINA
POST-DEVELOPMENT SOILS EXHIBIT
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.0. BOX 14005 ZIP 27709-4005
[phone]
BRIAR CHAPEL WATERSHED SOIL
NEW-05042 INFORMATION
WQ POND #1
W-> Watershed soils - To WQ Pond #1
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
5A Chewacla & Wehadkee D
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
%HSGB= 95%
%HSGD= 5%
J. FINCH, PE
10/10/2008
_> Conclusion
Watershed soils are from 'HSG B' and 'HSG D' soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
Cover Condition SCS CN - HSG B SCS CN - HSG D
• Impervious 98 98
Open 61 80
Wooded 55 77
Cover Condition Composite SCS CN
Impervious 98
Open 62
Wooded 56
0
BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05042 INFORMATION 10/10/2008
WQ POND #2
•=> Watershed soils - To WQ Pond #2
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
5A Chewacla & Wehadkee D
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
% HSG B = 99%
%HSGD= 1%
_> Conclusion
Watershed soils are from 'HSG B' and 'HSG D'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
Cover Condition
Impervious
Open SCS CN - HSG B
98
61 SCS CN - HSG D
98
80
Wooded 55 77
Cover Condition Composite SCS CN
Impervious 98
Open 61
Wooded 55
0
BRIAR CHAPEL WATERSHED SOIL
NEW-05042 INFORMATION
WQ POND #3
Watershed soils - To WQ Pond #3
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
HSG B = 100%
J. FINCH, PE
10/10/2008
=> Conclusion
Watershed soils are from 'HSG B' and 'HSG D'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
•
Cover Condition SCS CN - HSG B
Impervious 98
Open 61
Wooded 55
0
BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05042 INFORMATION 10/10/2008
WQ POND #4
*---> Watershed soils - To WQ Pond #4
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
%HSGB= 92%
%HSGC= 8%
_> Conclusion
Watershed soils are from 'HSG B' and 'HSG D'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
Cover Condition SCS CN - HSG B SCS CN - HSG C
Impervious
• Open 98
61 98
74
Wooded 55 70
Cover Condition Composite SCS CN
Impervious 98
Open 62
Wooded 56
0
BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05042 INFORMATION 10/10/2008
WQ POND #5
•_> Watershed soils - To WQ Pond #5
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
5A Chewacla & Wehadkee D
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
% HSG B = 98%
%HSGC= 0.8%
%HSGD= 1.4%
•
_> Conclusion
Watershed soils are from 'HSG B' and 'HSG D'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
Cover Condition SCS CN - HSG B SCS CN - HSG C SCS CN - HSG D
Impervious 98 98 98
Open 61 74 80
Wooded 55 70 77
Cover Condition Composite SCS CN
Impervious 98
Open 61
Wooded 55
0
BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05042 INFORMATION 10/10/2008
WQ POND #6
*_> Watershed soils - To WQ Pond #6
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
%HSGB= 52%
% HSG C = 48%
_> Conclusion
Watershed soils are from 'HSG Band 'HSG D'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
Cover Condition
is Impervious SCS CN - HSG B
98 SCS CN - HSG C
98
Open 61 74
Wooded 55 70
Cover Condition Composite SCS CN
Impervious 98
Open 67
Wooded 62
0
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FEMA FL OODPLAIN MAP
0
0
BRIAR CHAPEL - PHASE 4
NEW-05042
OF- 0009-19C (616)
9001-60442 dIZ 900f1 X09 '0'd
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•
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
•
0
BRIAR CHAPEL - PHASE
NEW-05042
BRIAR CHAPEL HYDROLOGIC CALCULATIONS J. FINCH, PE
NEW-05042 Post-Development-To WQ Pond #1 10/10/2008
•
•
L SCS CURVE NZJMBERS

Cover Condition COMPOSITE
SCS CN
Comments
Impervious 98
Open 62 Assume good condition
Wooded 56 Assume good condition
Water 100
P 1` D?SP11iENT
To WQ Pond #1
A. Watershed Breakdown
Total Number of 60' Residential Lots = 20.5 lots
Assumed Impervious Area Per 60' Residential Lot = 3700 square feet
Total Impervious Area from 60' Residential Lots = 1.74 acres
Total Number of 70' Residential Lots = 0.5 lots
Assumed Impervious Area Per 70' Residential Lot = 4000 square feet
Total Impervious Area from 70' Residential Lots = 0.05 acres
Total Number of 80' Residential Lots = 18 lots
Assumed Impervious Area Per 80' Residential Lot = 4300 square feet
Total Impervious Area from 80' Residential Lots = 1.78 acres
Total Number of 90' Residential Lots = 5 lots
Assumed Impervious Area Per 90' Residential Lot = 4500 square feet
Total Impervious Area from 90' Residential Lots = 0.52 acres
Total Number of 100' Residential Lots = 3.5 lots
Assumed Impervious Area Per 100' Residential Lot = 4600 square feet
Total Impervious Area from 100' Residential Lots = 0.37 acres
Total Number of Custom #2 Residential Lots = 1 lots
Assumed Impervious Area Per Custom #2 Residential Lot = 4300 square feet
Total Impervious Area from Custom #2 Residential Lots = 0.10 acres
Total Roadway/Alleyway Impervious Area = 3.96 acres
Total Sidewalk Impervious Area = 1.00 acres
Total Amenity Impervious Area = 0.10 acres
Contributing Area SCS CN Area [acres] Comments
On-site open 62 11.94 Assume good condition
On-site impervious 98 9.61 -
On-site wooded 56 0.00 Assume good condition
On-site water 100 0.65 -
Off-site open 62 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 56 0.00 Assume good condition
Off-site water 100 0.00
• Total area = 22.20 acres
0.0347 sq.mi.
Composite SCS CN = 79
BRIAR CHAPEL HYDROLOGIC CALCULATIONS J. FINCH, PE
NEW-05042 Post-Development-To WQ Pond #1 10/10/2008
J
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
0

BRIAR CHAPEL HYDROLOGIC CALCULATIONS J. FINCH, PE
NEW-05042 Post-Development-To WQ Pond #2 10/13/2008
r?
•
1. SCS CURVE NUI<1BERS

Cover Condition COMPOSITE
SCS CN
Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
Water 100
Il: POST-DEVELOPbIEN?I?'"`
To WQ Pond #2
A. Watershed Breakdown
Total Number of 50' Residential Lots = 18.5 lots
Assumed Impervious Area Per 50' Residential Lot = 3400 square feet
Total Impervious Area from 50' Residential Lots = 1.44 acres
Total Number of 60' Residential Lots = 36 lots
Assumed Impervious Area Per 60' Residential Lot = 3700 square feet
Total Impervious Area from 60' Residential Lots = 3.06 acres
Total Number of 70' Residential Lots = 20 lots
Assumed Impervious Area Per 70' Residential Lot = 4000 square feet
Total Impervious Area from 70' Residential Lots = 1.84 acres
Total Number of 80' Residential Lots = 12 lots
Assumed Impervious Area Per 80' Residential Lot = 4300 square feet
Total Impervious Area from 80' Residential Lots = 1.18 acres
Total Number of 100' Residential Lots = 1.5 lots
Assumed Impervious Area Per 100' Residential Lot = 4600 square feet
Total Impervious Area from 100' Residential Lots = 0.16 acres
Total Number of Custom #4 Lots = 1.0 lots
Assumed Impervious Area Per Custom #4 Lot = 4600 square feet
Total Impervious Area from Custom #4 Lots = 0.11 acres
Total Roadway/Alleyway Impervious Area = 4.86 acres
Total Sidewalk Impervious Area = 1.18 acres
Contributing Area SCS CN Area [acres] Comments
On-site open 61 13.90 Assume good condition
On-site impervious 98 13.83 -
On-site wooded 55 0.00 Assume good condition
On-site water 100 0.58 -
Off--site open 61 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 55 0.00 Assume good condition
Off-site water 100 0.00
Total area = 28.31 acres
0.0442 sq.mi.
• Composite SCS CN = 80

•
BRIAR CHAPEL
NEW-05042
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #2
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
J. FINCH, PE
10/13/2008
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment= 0.87 minutes (= 0.29*SCS Lag)
E
•
•
BRIAR CHAPEL
NEW-05042
1. SCS CURVE NUMBERS
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #3

Cover Condition COMPOSITE
SCS CN
Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
Water 100
H. POST-DEVELOPMENT
_> To WQ Pond #3
A. Watershed Breakdown
Total Number of 80' Residential Lots = 13 lots
Assumed Impervious Area Per 80' Residential Lot = 4300 square feet
Total Impervious Area from 80' Residential Lots = 1.28 acres
Total Number of 100' Residential Lots= 6 lots
Assumed Impervious Area Per 100' Residential Lot = 4600 square feet
Total Impervious Area from 100' Residential Lots = 0.63 acres
Total Number of Custom #1 Residential Lots = 2 lots
Assumed Impervious Area Per Custom # 1 Residential Lot = .4200 square feet
Total Impervious Area from Custom #I Residential Lots = 0.19 acres
Total Number of Custom #3 Residential Lots = 3 lots
Assumed Impervious Area Per Custom #3 Residential Lot = 4450 square feet
Total Impervious Area from Custom #3 Residential Lots = 0.31 acres
Total Roadway/Alleyway Impervious Area = 1.53 acres
Total Sidewalk Impervious Area = 0.34 acres
J. FINCH, PE
10/23/2008
Contributing Area SCS CN Area [acres] Comments
On-site open 61 5.84 Assume good condition
On-site impervious 98 4.29 -
On-site wooded 5.5 0.00 Assume good condition
On-site water 100 0.40 -
Off-site open 61 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 55 0.00 Assume good condition
Off-site water 100 0.00
Total area = 10.53 acres
0.0164 sq.mi.
Composite SCS CN = 78
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
0
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS La
•
•
BRIAR CHAPEL
NEW-05042
L SCS CURVE NUMBERS
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond 94

Cover Condition COMTOSITE
SCS CN
Comments
Impervious 98
Open 62 Assume good condition
Wooded 56 Assume ood condition
Water 100
H. POST-DEVELOPMENT,'
_> To WQ Pond #4
A. Watershed Breakdown
Total Number of 50' Residential Lots = 52.5 lots
Assumed Impervious Area Per 50' Residential Lot = 3400 square feet
Total Impervious Area from 50' Residential Lots = 4.10 acres
Total Number of 60' Residential Lots = 28.5 lots
Assumed Impervious Area Per 60' Residential Lot = 3700 square feet
Total Impervious Area from 60' Residential Lots = 2.42 acres
Total Number of Centex Residential Lots = 8 lots
Assumed Impervious Area Per Centex Residential Lot = 4000 square feet
Total Impervious Area from Centex Residential Lots = 0.73 acres
Total Roadway/Alleyway Impervious Area = 5.41 acres
Total Sidewalk Impervious Area = 1.24 acres
J. FINCH, PE
10/23/2008
Contributing Area SCS CN Area [acres] Comments
On-site open 62 10.91 Assume good condition
On-site impervious 98 13.90 -
On-site wooded 56 0.00 Assume good condition
On-site water 100 0.83 -
Off-site open 62 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 56 0.00 Assume good condition
Off-site water 100 0.00
Total area = 25.64 acres
0.0401 sq.mi.
Composite SCS CN = 83
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
0
BRIAR CHAPEL HYDROLOGIC CALCULATIONS J. FINCH, PE
NEW-05042 Post-Development-To WQ Pond #5 10/23/2008
•
•
•
1. SCS CtiRVE NUMBERS

Cover Condition COMPOSITE
SCS CN
Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume ood condition
Water 100
II. POST-DEVELOPMENT,
_> To WQ Pond #5
A. Watershed Breakdown
Total Number of 30'-40' Residential Lots = 13 lots
Assumed Impervious Area Per 30'-40' Residential Lot = 2400 square feet
Total Impervious Area from 30'-40' Residential Lots = 0.72 acres
Total Number of 50' Residential Lots = 2.5 lots
Assumed Impervious Area Per 50' Residential Lot = 3400 square feet
Total Impervious Area from 50' Residential Lots = 0.20 acres
Total Number of 60' Residential Lots = 10 lots
Assumed Impervious Area Per 60' Residential Lot = 3700 square feet
Total Impervious Area from 60' Residential Lots = 0.85 acres
Total Number of 70' Residential Lots = 2 lots
Assumed Impervious Area Per 70' Residential Lot = 4000 square feet
Total Impervious Area from 70' Residential Lots = 0.18 acres
Total Number of 90' Residential Lots = 2 lots
Assumed Impervious Area Per 90' Residential Lot = 4500 square feet
Total Impervious Area from 90' Residential Lots = 0.21 acres
Total Impervious Area from Information Center Lot = 8000 square feet
Total Impervious Area from Information Center Lot = 0.18 acres
Total Number of Custom #5 Lots = 1.0 lots
Assumed Impervious Area Per Custom #5 Lot = 4350 square feet
Total Impervious Area from Custom #5 Lots = 0.10 acres _
Total Clubhouse Area = 1.91 acres
Assumed Clubhouse % Impervious = 85%
Total Impervious Area from Clubhouse Area = 1.62 acres
Total Roadway/Alleyway Impervious Area = 2.82 acres
Total Sidewalk Impervious Area = 0.59 acres
Contributing Area SCS CN Area [acres] Comments
On-site open 61 6.22 Assume good condition
On-site impervious 98 7.47 -
On-site wooded 55 0.00 Assume good condition
On-site water 100 0.33 -
Off-site open 61 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 55 0.00 Assume good condition
Off-site water 100 0.00
Total area =
Composite SCS CN =
14.02 acres
0.0219 sq.mi.
82
•
0
BRIAR CHAPEL
NEW-05042
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #5
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
J. FINCH, PE
10/23/2008

•
C,
BRIAR CHAPEL
NEW-05042
I. SCS CURVE NUMBERS
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #6

Cover Condition COMPOSITE
SCS CN
Comments
Impervious 98
Open 67 Assume good condition
Wooded 62 Assume good condition
Water 100
U. POST-DEVELOPMENT-
_> To WQ Pond #6
A. Watershed Breakdown
Total Number of 30'-40' Residential Lots = 5 lots
Assumed Impervious Area Per 30'-40' Residential Lot = 2400 square feet
Total Impervious Area from 30'-40' Residential Lots = 0.28 acres
Total Number of 50' Residential Lots = 9.5 lots
Assumed Impervious Area Per 50' Residential Lot = 3400 square feet
Total Impervious Area from 50' Residential Lots = 0.74 acres
Total Number of Townhome Lots = 30.5 lots
Assumed Impervious Area Per Townhome Lot = 2400 square feet
Total Impervious Area from Townhome Lots = 1.68 acres
Total Clubhouse Area = 2.74 acres
Assumed Clubhouse % Impervious = 85%
Total Impervious Area from Clubhouse Area = 2.33 acres
Total Roadway/Alleyway Impervious Area = 1.41 acres
Total Sidewalk Impervious Area = 0.23 acres
J. FINCH, PE
10/23/2008
Contributing Area SCS CN Area [acres] Comments
On-site open 67 3.14 Assume good condition
On-site impervious 98 6.66 -
On-site wooded 62 0.00 Assume good condition
On-site water 100 0.27 -
Off-site open 67 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 62 0.00 Assume good condition
Off-site water 100 0.00
Total area = 10.08 acres
0.0157 sq.mi.
Composite SCS CN = 88
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes

Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS La
•
m a

a
? a
3
D
a° _
Add link 1 Route 1
Route 2 O
a°
C?
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... X:\Projects\NEW\NEW-05042\Storm\WQPOND#1(REV8-22-07).PPW
MASTER DESIGN STORM SUMMARY
• Network Storm Collection: RDU
Total
Depth Rainfall
Return Event
----- in Type
-------
1-Yr ------
3.0000 ---------
Synthetic -------
Curve
100-Yr 8.0000 Synthetic Curve
10-Yr 5.3800 Synthetic Curve
25-Yr 6.4100 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time =
------------------- 2100.00
--------- min
---
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.ft Trun
*POND OUTLET JCT 1 34071
*POND OUTLET JCT 100 377985
*POND OUTLET JCT 10 186608
*POND OUTLET JCT 25 260316
TO WQ POND 1 AREA 1 95777
TO WQ POND 1 AREA 100 443870
TO WQ POND 1 AREA 10 252358
TO WQ POND 1 AREA 25 326210
WQP1(FB) POND 1 95777
WQP1(FB) POND 100 443871
WQ21(FB) POND 10 252358
WQP1(FB) POND 25 326210
WQP1(FB) OUT POND 1 95894
WQP1(FB) OUT POND 100 443977
WQPl(FB) OUT POND 10 252454
WQP1(FB) OUT POND 25 326305
WQPl(MP) POND 1 95894
WQP1(MP) POND 100 443977
WQP1(MP) POND 10 252454
WQP1(MP) POND 25 326305
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs ft cu.ft

1423

.43
-------- ------------
720.00 163.32
724.00 66.87
722.00 110.08
716.00 41.00
715.00 188.68
715.00 108.83
715.00 140.02
716.00 41.00
715.00 188.68 bE f
5 Y POOL
vF?
V'? rv
715.00 108.83 -
(.
(
715.00 140.02
718.00 38.82 415.33 2342
717.00 181.48 415.96 7056
717.00 104.73 415.66 4778
717.00 134.66 415.78 5721
718.00 38.82
717.00 181.48
717.00 104.73
717.00 134.66
C,
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:39 PM Date: 8/28/2007
•
Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... X:\Projects\NEW\NEW-05042\Storm\WQPOND#1(REV8-22-07).PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 2100.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
•
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event cu.ft Trun min cfs ft cu.ft
----------- ------ ---- ------ ---------- --------- --------
WQP1(MP) OUT POND 1 34071 1423.00 .43 77681
WQPl(MP) OUT POND 100 377985 720.00 163.32 110259
WQP1(MP) OUT POND 10 186608 724.00 66.87 97370
L
WQP1(MP) OUT POND 25 260317 722.00 110.08 103614
414.41
MAN R%o L
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:39 PM Date: 8/28/2007
HEC-HMS Project: NEW-05042 Basin Model:

To VVQP#2
is
WQP#2
To WQP#3
WQP#3
To WQP#4
WQP#4
To VV0P#5
WQP#5
To UVQP#6
WQP#6
0
HMS * Summary of Results
Project NEW-05042 Run Name : 1-Year Post
Start of Run l0Oct08 0000 Basin Model : Post-Development
End of Run llOct08 0000 Met. Model : 1-Year Storm
Execution Time 270ct08 1037 Control Specs : 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQP#2 58.725 10 Oct 08 1157 2.9427 0.044
WQP#2 0.44578 10 Oct 08 2400 0.42435 0.044
To WQP#3 19.613 10 Oct 08 1157 0.98595 0.016
WQP#3 0.14517 10 Oct 08 2400 0.13482 0.016
To WQP#4 61.605 10 Oct 08 1156 3.0899 0.040
WQP#4 1.0645 10 Oct 08 1823 0.79585 0.040
To WQP#5 32.098 10 Oct 08 1157 1.6086 0.022
WQP#5 0.40314 10 Oct 08 2140 0.39949 0.022
To WQP#6 30.036 10 Oct 08 1156 1.5208 0.016
WQP#6 1.1097 10 Oct 08 1345 0.49307 0.016
•
0
•
WATER QUALITY POND #1 FINAL DESIGN
CALCULATIONS
0
r?
BRIAR CHAPEL - PHASE 4
NEW-05042
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$ I9 2 WWCi x 50 io 4 , =m k i FxeW€ uN"s?3$=mu ? 8 ?o?me? g ; o?o? ffi L m
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o
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" _®F?pp®Y?WOW.BoQ ?:
gBP $$ m > $j
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4' P "3 kd u? o &W2 'm ui §zWp mLSu o oo?? z ?um=Y 1 Y 6° 'udY S°1?g 'a 'ju ° -°ssHo
g"
s7 n i c" i H oSWSxp U Z ® m d W??4 b ° PW ? u x C5 ?o? s kWk :a am 19 <pa m _<? <
S _?a W = =H W? $ _ ae££M& 'zzW o $ W -g3 ? _?? ?
n o. ° • ° " c maa 7' ,.o o and as a4 d ? o ri' m .i8159 O ??Bmj?Y?3?
• 0 •
LbZ•Z: L 'eAjo;euyl 'V4V LVZS:O L LOOZ/z6/0l '6Mp• Lod-Zb0SOM3N\s6uimeja luaaano\sBumeja uoi;oni;suoo\wjo;s\Zb050-M=i -4M3N\s;oafoJd\:X
BRIAR CHAPEL WQP#1(FOREBAY) J. FINCH, PE
NEW-05042 10/10/2008
•
•
Storage vs. Stage
8000
7000 y = 7403.7x' ossa
6000 R2 = 1
LL 5000
p, 4000
A
rn 3000
2000
1000
0
0.0 0.2 0.4 0.6 0.8 1.0 1.2
Stage (feet)
Ks = 7403.7
b = 1.0534
Stage-Storage Function
Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
i
115.0 0.0 6869
415.5 0.5 -7400 7135 3567 3567 0.50
416.0 1.0 7946 7673 3837 7404 1.00
C7
BRIAR CHAPEL S-SFXN-WQP#1(FOREBAY) J. FINCH, PE
NEW-05042 10/10/2008
• _> Stage - Storage Function
Ks = 7403.7
b = 1.0534
Zo = 415
415.00 0 0.000
415.20 1359 0.031
415.40 2820 0.065
415.60 4323 0.099
415.80 5853 0.134
416.00 7404 0.170

Ll
BRIAR CHAPEL WQP#1(MAIN POOL) J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storage Function

Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
C7
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)

410.0 0.0 19068
412.0 2.0 22861 20965 41929 41929 2.01
414.0 4.0 26508 24685 49369 91298 3.95
416.0 6.0 31020 28764 57528 148826 6.05
Storage vs. Stage
160000 --'-
140000 14se
y = 18801 x'
120000 R2 = 0.9996
V 100000
rn 80000
60000
40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 18801
b = 1.1498
0
BRIAR CHAPEL S-SFXN-WQP#1(MAIN POOL) J. FINCH. PE
NEW-05042 10/10/2008
Stage - Storage Function
Ks = 18801
b = 1.1498
Zo = 410
Elevation Stora e
[feet] [cq [acre-feet]
410.00 0 0.000
410.20 2955 0.068
410.40 6556 0.151
410.60 10450 0.240
410.80 14546 0.334
411.00 18801 0.432
411.20 23186 0.532
411.40 27682 0.635
411.60 32276 0.741
411.80 36957 0.848
412.00 41716 0.958
412.20 46548 1.069
412.40 51446 1.181 _
412.60 56405 1.295
412.80 61422 1.410
413.00 66493 1.526
413.20 71615 1.644
413.40 76785 1.763
413.60 82001 1.882
413.80 87260 2.003
414.00 92561 2.125
• 414.20 97902 2.248
414.40 103282 2.371
414.60 108698 2.495
414.80 114149 2.621 _
415.00 119635 2.746
415.20 125153 2.873
415.40 130704 3.001
415.60 136285 3.129
415.80 141896 3.257
416.00 147536 3.387
0
•
Type.... Outlet Input Data Page 2.01
Name.... WQP1(FB)
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 415.00 ft
Increment = .20 ft
Max. Elev.= 416.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
•
C7
Structure
-----------------
Weir-Rectangular
Weir-Rectangular
TW SETUP, DS Channel
S/N: 6217012070C3
PondPack Ver. 8.0058
No. Outfall E1, ft E2, ft
---- ------- --------- ---------
W2 <---> TW 415.000 416.000
W1 <---> TW 415.000 416.000
The John R. McAdams Company
Time: 1:45 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP1(FB)
OUTLET STRUCTURE INPUT DATA
•
•

File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
W2
Weir-Rectangular
----------------
1
415.00 ft
40.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects

SIN: 6217012070C3
PondPack Ver. 8.0058
Wl
Weir-Rectangular
----------------
1
415.00 ft
25.00 ft
3.000000
(Use adjustment equation)
a
A
Page 2.02

The John R. McAdams Company
Time: 1:45 PM Date: 10/10/2008
Type.... Outlet Input Data Page 1.01
Name.... WQP1(MP)
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 410.00 ft
Increment = .20 ft
Max. Elev.= 416.00 ft
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
----------------- ---- ------- --------- ---------
Orifice-Circular OR ---> TW 410.000 416.000
Weir-Rectangular WR ---> TW 413.600 416.000
TW SETUP, DS Channel
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:46 PM Date: 10/10/2008
•
LJ

Type.... Outlet Input Data
Name.... WQP1(MP)
Page 1.02
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 410.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID = WR
,
Structure Type = Weir-Rectangular"'V
--------- ---- - ----------------
# of Openings = 1 ay
Crest Elev. = 413.60 ft O i?
Weir Length = 50.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
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 It
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:46 PM
Date: 10/10/2008
•
•
•
Type.... Composite Rating Curve
Name.... WQPI(MP)
Page 1.07
File.... X:'\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
410.00 -------
.00
410.20 .06
410.40 .12
410.60 .16
410.80 .19
411.00 .22
411.20 .24
411.40 .27
411.60 .29
411.80 .31
412.00 .32
412.20 .34
412.40 .36
412.60 .37
412.80 .39
413.00 .40
413.20 .41
413.40 .43
413.60 .44
413.80 13.86
414.00 38.35
414.20 70.02
414.40 107.47
414.60 149.90
414.80 196.74
415.00 247.60
415.20 302.17
415.40 360.17
415.60 421.42
415.80 485.72
416.00 552.93
S/N: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
-------- 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
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
None contributing
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
OR +WR
The John R. McAdams Company
Time: 1:46 PM Date: 10/10/2008
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... X.\Projects\NEW\NEW-05042\Storm\WOPOND#1(REV8-22-07).PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU
Total
Depth Rainfall
Return Event in Type
------------
1-Yr ------
3.0000 ----------
Synthetic ------
Curve
100-Yr 8.0000 Synthetic Curve
10-Yr 5.3800 Synthetic Curve
25-Yr 6.4100 Synthetic Curve
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time =
-------------------- 2100.00
--------- min
--
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
• Node ID
*POND OUTLET Type
JCT Event
1 cu.ft Trun
34071
*POND OUTLET JCT 100 377985
*POND OUTLET JCT 10 186608
*POND OUTLET JCT 25 260316
TO WO POND 1 AREA 1 95777
TO WO POND 1 AREA 100 443870
TO WO POND 1 AREA 10 252358
TO WO POND 1 AREA 25 326210
WOP1(FB) POND 1 95777
WOP1(FB) POND 100 443871
WOP1(FB) POND 10 252358
WOPI(FB) POND 25 326210
WOP1(FB) OUT POND 1 95894
WOP1(FB) OUT POND 100 443977
WOPl(FB) OUT POND 10 252454
WOP1(FB) OUT POND 25 326305
WQP1(MP) POND 1 95894
WQP1(MP) POND 100 443977
WQP1(MP) POND 10 252454
WOPI(MP) POND 25 326305
Max
Opeak Opeak Max WSEL Pond Storage
min cfs ft cu.ft

1423.00 --- --- --- ------ ----
.43
720.00 163.32
724.00 66.87
722.00 110.08
716.00 41..00
715.00 188.68
715.00 108.83
715.00 140.02
716.00 41.00
715.00 188.68
715.00 108.83
715.00 140.02
718.00 38.82
717.00 181.48
717.00 104.73
717.00 134.66
718.00 38.82
717.00 181.48
717.00 104.73
717.00 134.66
•
f V?c.i.YT? ? +? ?G

t 415.33 2342
415.96 7056
415.66 4778
415.78 5721 r
t
SM 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time; 1°39 PM Date: 8/28/2007
•
Type..., Master Network Summary Page 2.02
Name.... Watershed
File..., X:\Projects\NEW\NEW-05042\Storm\WOPOND#I(REV8-22-07).PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step = 1.00 min
ICPM Ending Time = 2100.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(1Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
•
Return HYG Vol Opeak Opeak
Node ID Type Event cu.ft Trun min cfs
-----------
WOP1(MP) ------
OUT ----
POND ------
1 ----------
34071 ---------
1423.00 --------
.43
WOP1(MP) OUT POND 100 377985 720.00 163.32
WOP1(MP) OUT POND 10 186608 724.00 66.87
WOP1(MP) OUT POND 25 260317 722.00 110.08
Max
Max WSEL Pond Storage
ft cu.ft
413.43 77681 '-
414.66 110259
414.18 97370
414.41 103614
MAft?,
S/N. 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 1:39 PM Date: 8/28/2007
BRIAR CHAPEL S-SFXN-WQP#1(MAIN POOL) J. FINCH; PE
NEW-05042 10/13/2008
• _> Stage - Storage Function
Ks= 18801
b= 1.1498
Zo = 410

Elevation Stora a 100-Year Worst Case
[feet] [cf] [acre-feet] [cfl [acre-feet]
410.00 0 0.000 -
410.20 2955 0.068 -
410.40 6556 0.151 -
410.60 10450 0.240 -
410.80 14546 0.334 - -
411.00 18801 0.432 - -
411.20 23186 0.532 -
411.40 27682 0.635 -
411.60 32276 0.741 - -
411.80 36957 0.848 -
412.00 41716 0.958 -
412.20 46548 1.069 -
412.40 51446 1.181 -
412.60 56405 1.295 - -
412.80 61422 1.410 - -
413.00 66493 1.526 -
413.20 71615 1.644 - -
413.40 76785
Y 1.763 -
413.60 82001 1.882 0 0.000
413.80 87260 2.003 _
5259 0.121
414.00 92561 2.125 10561 0.242
414.20 97902 2.248 15902 0.365
414.40 103282 2.371 21281 0.489
414.60 108698 2.495 26697 0.613
414.80 114149 2.621 32148 0.738
415.00 119635 2.746 37634 0.864
415.20 125153 2.873 43152 _0991-
415.40 130704 3.001 48703 1.118
415.60 136285 3.129 54284 1.246
415.80 141896 3.257 59895 1.375
416.00 147536 3.387 65536 1.504
100' ir- ttioRST
to?SC Rov nw4
0

Type.... Composite Rating Curve Page 1.04
Name.... WQP1(MP100YR)
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****

•
WS Elev, Total Q Notes
------ --- ------ -- Converg e
-------------
------------
Elev. Q TW El ev Error
ft
-------- cfs
------- ft
----- +/-ft Contributing Structures

413.60
.00 -
Free -- -----
Outfall --------------
WR ------------
413.80 13.41 Free Outfall WR -?,
414.00 37.89 Free Outfall WR
f
414.20 69.55 Free Outfall WR "Op
414.40 106.99 Free Outfall WR
414.60 149.40 Free Outfall WR .??{.1V
414.80 196.24 Free Outfall WR fr n?
jv N^'-
415.00 247.08 Free Outfall WR
415.20 301.64 Free Outfall WR
41.5.40 359.63 Free Outfall WR
415.60 420.87 Free Outfall WR
415.80 485.17 Free Outfall WR
416.00 552.35 Free Outfall WR
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:50 AM
Date: 10/13/2008

Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN(100YR).PPW
-------------------------------
TCPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = 1.00 min
Output Time Step 1.00 min
ICPM Ending Time = 2100.00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
E
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
-
-
---
- Type
- Event cu.ft Trun min cfs ft cu.ft
-------
--
WQPl(MP) -- ---
POND ------
1 ---------- --
95894 ---------
718.00 --------
38.82 -------- ------------
WQP1(MP) POND 100 443977 717.00 181.48
WQP1(MP) POND 10 252454 717.00 104.73
WQP1(MP) POND 25 326305 717.00 134.66
WQP1(MP) POND 2 132605 717.00 54.60
WQP1(MP) OUT POND 1 96177 723.00 33.53 413.96 9617
WQPl(MP) OUT POND 100 444297 720.00 165.28 414.67 28545
WQP1(MP) OUT POND 10 252807 721.00 93.69 4. 19371
WQP1(MP) OUT POND 25 326584 720.00, 121.62 414.47 23149
WQP1(MP) OUT POND 2 132994 722.00 48.01 414.06 12267
j.
N G
tit sit"#)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:01 AM Date: 10/13/2008
BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storal
Project Name:
Designed By:
Job Number:
Date:
7e Function
Briar Chapel
J. Finch, PE
NEW-05042
10/10/2008

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

404.0 0.0 9324
406.0 _ 2.0 11085 _ 10205 20409 20409 2.02
408.0 4.0 13021 12053 24106 44515 3.88
410.0 6.0 19068 16045 32089 76604 6.11
•
Storage vs. Stage
90000
80000
70000
,955
y . 8795.1x'
LL 60000 R2 = 0.9978

50000
rn
m 40000
`
o
N 30000
20000
10000
0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 8795.1
b = 1.1955
0
BRIAR CHAPEL Forebay J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storaa
• Project Name:
Designed By:
Job Number:
Date:
le Function
Briar Chapel
J. Finch, PE
NEW-05042
10/10/2008

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

409.0 0.0 2126 _
411.0 2.0 3547 2837
- 5673 5673 2.01
413.0 4.0 51 l8 4333 65 14338 3.92
415.0 6.0 6869 5994 11987 26325 6.07
•
Storage vs. Stage
30000
25000
Y = 2142.3x' 3906,
LL 20000 R2 = 0.9991
U
15000
A
U) 10000
5000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks 2142.3
b = 1.3906
11
BRIAR CHAPEL
NEW-05042
BRIAR CHAPEL - WO POND #1 DESIGN
.:....... .
z:.
Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume 76604 ft3
B. Forebay Volume
Volume = 26325 ft3
Forebay = 34%
Impervious Area = x.%.61 acres
Drainage Area = 22.2acres
% Impervious = 43.3%
total Below NP Volume 76604 cf
Surface Area 19068 sf
• Average Depth = 4.02 ft
__> From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA rati o for 85% TSS Removal
in the Piedmont is as follows:
4.0 4.02 5.0
Lower Boundary => 40.0 1.43 1.25
Site % impervious => 43.3 1.53 L53 1.33
Upper Boundary => 50.0 1.73 1.50
Area Required = 14749 sq.ft.
Area Provided = 19068 s .ft. YES
J. FINCH, PE
10/10/2008
0
BRIAR CHAPEL WQPond#1 J. FINCH, PE
NEW-05042 10/10/2008
1" RUNOFF VOLUME CALCULATION SHEET
•
Project Name: Briar Chapel
Checked by: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
410.0 0.0 19068
412.0 2.0 22861 20965 41929 41929 2.01
414.0 4.0 26508 24685 49369 91298 3.95
416.0 6.0 31020 28764 57528 148826 6.05
•
Storage vs. Stage
160000
140000 1 1498
Y = 18801x
120000 RZ = 0.9996
V 100000
rn 80000
a
60000
rn
40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 18801
b = 1.1498
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the 1" storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 22.20 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 80586 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.
C7
BRIAR CHAPEL WQPond#1 J. FINCH, PE
NEW-05042 10/10/2008
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 = 80586 CF
Stage (above invert) associated with this storage = 3.55 feet
Therefore, depth required above normal pool for storm storage = 3.55 feet
42.55 inches
Set crest of principal spillway at stage = 3.55 feet
and EL = 413.55 feet
•
At principal spillway crest, storm pool storage provided = 80693 CF
0
BRIAR CHAPEL - PHASE 4 WQP#I J. FINCH, PE
NEW-05042 10/13/2008
Inverted Siphon Design Sheet
D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
•
3 inch
1
18801
1.1498
0.60
410.00 feet
0 cf
410.00 feet
413.55 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
413.55 80693 0.437
413.24 72720 0.417 0.427 7972 18683
412.94 64860 0.396 0.406 7860 19352
412.63 57123 0.373 0.385 7737 20123
412.32 49520 0.350 0.362 7603 21027
412.01 42067 0.324 0.337 7453 22113
411.71 34782 0.297 0.311 7285 23452
411.40 27692 0.267 0.282 7090 25170
411.09 20833 0.232 0.249 6859 27507
410.79 14260 0.192 0.212 6573 30997
410.48 8069.3 0.140 0.166 6191 37254
Drawdown Time = 2.84 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 = 1.713 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2" orifice = 0.049 sf
Q= 0.3093 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.02 days
Conclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 2.84 days.
0
BRIAR CHAPEL SWMF #1 -15" RCP Drawdown Pipe
NEW-05042
Anti-Seep Collar Design Sheet
0
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
J.V. FINCH, PE
11/16/2006
Anti-Seep Collar Design =>
SWMF #
•
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) irse i" (feet) OK?
I - 15" RCP 21.0 1.60 0.98 22.4 1.00 10. j YES
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
C?
BRIAR CHAPEL SWMF #1 - 15" RCP J.V. FINCH, PE
NEW-05042 11/16/2006
Anti-Seep Collar Design Sheet
0
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
SWMF #
Flow Length Min. Calc'd # Max. r # of ' Use
Pond along barrel Projection of collars Spacing ; collars,to , Spacing Spacing
ID (feet) (feet) required (feet) usg ° (feet) ,: OK?
L - 15" RCP 46.0 1.75 1.97 24.5 " '2.00 - 15.33333 YES
• Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
0
BRIAR CHAPEL Stormwater Management Facility #1 J. FINCH, PE
NEW-05042 10/2/2007
Inverted Siphon Design Sheet
D siphon = 8 inches
No. siphons = 1
Ks= 18801
b= 1.1498
Cd siphon = 0.60
Normal Pool Elevation = 410.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 410.00 feet
WSEL @ Principal Spillway Crest = 413.60 feet
•
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
413.600 82001 3.033
413.289 73899 2.885 2.959 8102 2738
412.977 65912 2.729 2.807 7987 2846
412.666 58049 2.563 2.646 7863 2972
412.354 50323 2.386 2.474 7726 3123
412.043 42748 2.194 2.290 7574 3308
411.732 35346 1.984 2.089 7403 3543
411.420 28141 1.749 1.867 7205 3859
411.109 21171 1.478 1.614 6970 4320
410.797 14491 1.143 1.310 6680 5097
410.486 8200.1 0.605 0.874 6291 7198
Drawdown Time = 0.45 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 = 1.633 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 8" Orifice = 0.349 ftZ
Q = 2.1480 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 0.44 Ls
-onclusion : Use 1 - 8" Diameter Orifice to drawdown the accumulated volume from the principal
spillway elevation down to normal pool elevation, with a required time of about 0.49 days.
0
BRIAR CHAPEL WQP#1-EMERGENCYDP J. FINCH, PE
NEW-05042 10/2/07
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 : 3 Flow depth (ft) = 0.67
slope S in %: 0.50% Outlet velocity (fps) = 8.594
pipe diameter D in in.: 8
Manning number n : 0.014
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 0.67
Outlet velocity (fps) 8.59
Apron length (ft) 4.00
AVG DIAM
(inches) STONE
CLASS THICKNESS
(inches)
3 A 9
>> 6 B 22«
13 B or 1 22
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 1.25' + 4'
= 5.25 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
4'L x 6'W x 22" THK
C7
•
WATER QUALITY POND #2 FINAL DESIGN
CALCULATIONS
E
0
BRIAR CHAPEL - PHASE 4
NEW-05042
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BRIAR CHAPEL WQP#2 J. FINCH, PE
NEW-05042 10/10/2008
•
•
Stage-Storage Function
Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
rf .t? if-tr rcM NR) (CF) (CF) (feet)

419.5 0.0 25110

420.0
0.5
26023
567
25
12783
12783
0.51
X22.0 2.5 29817 27920 55840 68623 2.41
424.0 4.5 33836 31827 63653 132276 4.42
426.0 6.5 38395 36116 72231 204507 6.61
426.25 6.75 38826 38611 9653 214160 6.90
Ks = 26549
b = 1.0809
0
BRIAR CHAPEL SS FXN - WQP#2 J. FINCH, PE
NEW-05042 10/10/2008
•
•
Stage - Storage Function
Ks= 26549
b = 1.0809
Zo = 419.5
Elevation Stora e
[feet] [cf] [acre-feet]
419.50 0 0.000
419.70 4662 0.107
419.90 9861 0.226
420.10 15285 0.351
420.30 20859 __O.4_79
420.50 26549 0.609
420.70 32332 0.742
T 420.90 38194 0.877
421.10 44125 1.013
421.30 50116 1.150
421.50 56161 1.289
421.70 62255 1.429
421.90 68394 1.570
422.10 74575 1.712
422.30 80794 1.855
422.50 87050 1.998
422.70 93339 2.143
422.90 99661 2.288
423.10 106012 2.434
423.30 112392 2.580
423.50 118800 2.727
423.70 125233 2.875_
423.90 131691 3.023
424.10 138173 3.172
424.30 144678 3.321
^424.50 151205 3.471
424.70 157752 3.621
424.90 164321 3.772
425.10 170909 3.924
425.30 177516 4.075
425.50 184142 4.227
425.70 190785 4.380
425.90 197446 4.533
426.10 204124 4.686
426.25 209143 1 4.801
r?
•
Type.... Outlet Input Data Page 1.01
Name.... WQP2
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 419.50 ft
Increment = .20 ft
Max. Elev.= 426.25 ft
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

Weir-XY Points ---
ES -------
---> TW ---------
424.500 ---------
426.250
Orifice-Circular SI ---> TW 419.500 426.250
Inlet Box RI ---> BA 423.600 426.250
Culvert-Circular BA ---> TW 414.000 426.250
TW SETUP, DS Channel
•
•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
Type.... Outlet Input Data Page 1.02
Name.... WQP2
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = .ES
Structure Type = Weir-XY Points
------------------------------------
# of Openings = 1
WEIR X-Y GROUND POINTS
X, ft Elev, ft
--------- ---------
.00 426.25
5.25 424.50
35.25 424.50
40.50 426.25
Lowest Elev. = 424.50 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 419.50 ft
• Diameter 2500 ft
Orifice Coeff. .600
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP2
Page 1.03
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-----
-------
-----------------
# of Openings -------
= 1
Invert Elev. = 423.60 ft
Orifice Area = .6000 sq.ft
Orifice Coeff. = 36.000
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
•
C7
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
.7
Type.... Outlet Input Data
Name.... WQP2
Page 1.04
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
---------------- = Culvert-Ci rcular
--
No. Barrels ------------
= 1 ------
Barrel Diameter = 3.5000 ft
Upstream Invert 414.00 ft
Dnstream Invert = 413.00 ft
Horiz. Length = 68.00 ft
Barrel Length = 68.01 ft
Barrel Slope = .01471 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .005885
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
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.299
Slope Factor = -.500
•
Use unsubmerged inlet control Form 1 equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 418.04 ft ---> Flow = 63.00 cfs
At T2 Elev = 418.55 ft ---> Flow = 72.00 cfs

S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP2
Page 1.05
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
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
E
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
•
•
Type.... Composite Rating Curve
Name.... WQP2
Page 1.17
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
419.50 -------
.00
419.70 .06
419.90 .12
420.10 .16
420.30 .19
420.50 .22
420.70 .24
420.90 .27
421.10 .29
421.30 .31
421.50• .32
421.70 .34
421.90 .36
422.10 .37
422.30 .39
422.50 .40
422.70 .41
422.90 .43
423.10 .44
423.30 .45
423.50 .47
423.60 .47
423.70 2.75
423.90 12.32
424.10 25.96
424.30 42.68
424.50 62.00
424.70 91.76
424.90 130.67
425.10 187.06
425.30 213.13
425.50 243.06
425.70 276.63
425.90 313.71
SIN: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
-------- 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
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
(no Q: ES,SI,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI (no Q: ES,RI,BA)
SI,RI,BA (no Q: ES)
SI,RI,BA (no Q: ES)
SI,RI,BA (no Q: ES)
SI,RI,BA (no Q: ES)
SI,RI,BA (no Q: ES)
ES,SI,RI,BA
ES,SI,RI,BA
ES,SI,RI,BA
ES,SI,RI,BA
ES,SI,RI,BA
ES,SI,RI,BA
ES,SI,RI,BA
The John R. McAdams Company
Time: 2:26 PM Date: 10/10/2008
•

•
Type.... Composite Rating Curve
Name.... WQP2
Page 1.18
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
426.10 354.18 Free Outfall ES,SI,RI,BA
426.25 386.72 Free Outfall ES,SI,RI,BA
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
HMS * Summary of Results for WQP#2
Project : NEW-05042 Run Name : 1-Year Post
• Start of Run 10Oct08 0000 Basin Model Post-Development
End of Run 11Oct08 0000 Met. Model 1-Year Storm
Execution Time 10Oct08 1523 Control Specs 1-Minute dT
Computed Results
Peak Inflow 58.725 (cfs) Date/Time of Peak Inflow 10 Oct 08 1157
Peak Outflow 0.44578 (cfs) Date/Time of Peak Outflow 10 Oct 08 2400
Total Inflow 1.25 (in) Peak Storage 2.5184(ac-ft)
Total Outflow 0.18 (in) Peak Elevation 423.22(ft)

0
HMS * Summary of Results for WQP#2
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 100ct08 1523
Run Name : 2-Year Post
•
Computed Results
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Peak Inflow 86.087 (cfs) Date/Time of Peak Inflow : 10 Oct 08 1205
Peak Outflow 2.9808 (cfs) Date/Time of Peak Outflow : 10 Oct 08 1502
Total Inflow 1.71 (in) Peak Storage 2.8786(ac-ft)
Total Outflow 0.55 (in) Peak Elevation 423.70(ft)
L'
HMS * Summary of Results for WQP#2
Project : NEW-05042 Run Name : 10-Year Post
Start of Run 10Oct08 0000 Basin Model Post-Development
End of Run 11Oct08 0000 Met. Model 10-Year Storm
Execution Time 10Oet08 1523 Control Specs 1-Minute dT
Computed Results
Peak Inflow 136.58 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 49.950 (cfs) Date/Time of Peak Outflow 10 Oct 08 1216
Total Inflow 3.22 (in) Peak Storage 3.3774(ac-ft)
Total Outflow 2.04 (in) Peak Elevation 424.38(ft)
C7
0
HMS * Summary of Results for WQP#2
Project : NEW-05042 Run Name : 25-Year Post
• Start of Run 10Oct08 0000 Basin Model Post-Development
End of Run 11Oct08 0000 Met. Model 25-Year Storm
Execution Time 10Oet08 1524 Control Specs 1-Minute dT
Computed Results
Peak Inflow 167.15 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 110.39 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow 4.15 (in) Peak Storage 3.6933(ac-ft)
Total Outflow 2.96 (in) Peak Elevation 424.80(ft)
•
0
HMS * Summary of Results for WQP#2
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 100ct08 1524
Run Name : 100-Year Post
•
Basin Model Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 214.38 (cfs)
Peak Outflow 192.35 (cfs)
Total Inflow 5.62 (in)
Total Outflow 4.42 (in)
Date/Time of Peak Inflow 10 Oct 08 1204
Date/Time of Peak Outflow 10 Oct 08 1207
Peak Storage 3.9546(ac-ft)
Peak Elevation 425.14(ft)
0
BRIAR CHAPEL SS FXN - WQP#2(100Yr) J. FINCH, PE
NEW-05042 10/13/2008
• => Stage - Storage Function
Ks = 26549
b = 1.0809
Zo = 419.5
•
Elevation Storage 100-Year Worst Case
[feet] [cf] [acre-feet] [cf] [acre-feet]
419.50 0 0.000 -
419.70 i 4662 0.107 -
v -
?
419.90 9861 0.226 - I -
420.10 15285 0.351 -
420.30 T 20859 v 0.479 -
420.50 26549 0.609-- L- v ____-
420.70
420.90 32332
38194 0.742
0.877 -
- -
-
421.10 44125 1.013 - -
421.30 5y 0116 1.150 _
421.50 56161 1.289
^
421.70 i
e 62255 1.429 -
421.90 8394 1.570 - -
422.10 74575 1.712
422.30 80794 1.855 - _ - ?
422.50 87050 1.998 - (
v - _
422.70 93339 2.143 - -
422.90 99661 2.288 -
423.10 106012 2.434
423.30 112392 2.580 -
423.50 _
118800 2.727
423.60 1 122013 2.801 0 0.000
423.80 128459 2.949 6446 0.148
424.0_
424.20 W134929
1LL 3.098`
3.247 12916
F _19410 0.297
0.446
424.40
_
424.60 147938
?.
154476 3.396

3.546 1 25925

32463 I 0.595

0.745
424.80 161034 _3.697 39021 L 0.896
425.00 167612 3.848 45599 1.047
425.20 174210 3.999 52197 1.198
425.40 180827 4.151 _ 58813 1.350
425.60 187461 4.304 65448 1.502
425.80 194113 4.456 _ 72100 1.655
426.00 200783 4.609 78770 1.808
426.20 207469 4.763 85456 -961-
426.25 209143 4.801 87130 2.000
100-1t2
cftsr- ?Z'?"-fNv6
(&?T"
0
•
•
•
Type.... Composite Rating Curve
Name.... WQP2(100YR)
***** COMPOSITE OUTFLOW SUMMARY ****
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
423.60 -------
.00
423.80 6.44
424.00 18.21
424.20 33.46
424.40 51.52
424.50 61.47
424.60 74.87
424.80 109.75
425.00 152.21
425.20 199.04
425.40 227.06
425.60 258.82
425.80 294.15
426.00 332.93
426.20 375.06
426.25 386.12
SIN: 6217012070C3
PondPack Ver. 8.0058
Notes
------ -- Converge ------------- ------------
TW El ev Error
ft +/-ft Contributing Structures
------
Free -- ----- -
Outfall -------------
(no Q: ES,RI ------------
,BA)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RI,BA
Free Outfall ES,RT,BA
Free Outfall ES,RT,BA
Free Outfall ES,RI,BA
Page 1.09
ov" It&-RW
uooir C/6?
a
The John R. McAdams Company
Time: 10:51 AM Date: 10/13/2008
HMS * Summary of Results for WQP#2
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 110ct08 0000
Execution Time 130ct08 1115
Run Name : 100-YrPost(WC)
•
Basin Model Post-Dev(100YrWC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 214.38 (cfs)
Peak Outflow 197.31 (cfs)
Total inflow 5.62 (in)
Total Outflow 5.60 (in)
Date/Time of Peak inflow 10 Oct 08 1204
Date/Time of Peak Outflow 10 Oct 08 1206
Peak Storage 1.1924(ac-ft)
Peak Elevation 425.19(ft)
0
BRIAR CHAPEL BELOW NWSE J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storat
S Project Name:
Designed By:
Job Number:
Date:
,e Function
Briar Chapel
J. Finch, PE
NEW-05042
10/10/2008
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)
413.0 0.0 7195
114.0 1.0 8934 8065 8065 8065 1.03
416.0 3.0. 12919 10927 21853 29918 2.85
417.5 4.5 16354 14637 21955 51872 4.36
418.0 5.0 19863 18109 9054 60927 4.94
419.5 6.5 25110 22487 33730 94656 6.95
•
Ks = 7761.3
b = 1.2901
•
1 OF 4
BRIAR CHAPEL FOREBAY 1 J. FINCH, PE
NEW-05042 10/10/2008
E
•
Storage vs. Stage
12000
10000 2971
y = 1470.6x
a 8000 R2 = 0.9989
v
w 6000
y 4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 1470.6
b = 1.2971
•
2OF4
Stage-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
413.0 0.0 1275
414.0 1.0 1696 1486 1486 1486 1.01
4ib.0 3.0 2708 2202 4404 5890 2.91
417.5 4.5 3616 3162 4743 10633 _
4.60

•
CJ
BRIAR CHAPEL
NEW-05042
Storage vs. Stage
9000
8000
7000 1 3672
y = 953.81 x
a 6000 R2 = 0.9987
5000--
4000--
3000 h 2000
1000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 953.81
b = 1.3672
3OF4
FOREBAY 2
Stage-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
413.0 0.0 792
414.0
................................ 1.0
._.,.................?
.- 1138
.,.......-..._.
..
,..
_
. 965 965 965 1.01

416.0 .
3.0 .
.
.
.
...
1999 ..............-....m......_..,
1569 ................. ,.....
3137 ........._..,...................
4102 _------ .... ..............
.. .. 2.91
417.5 4.5 2793 2396 3594 7696 4.61
J. FINCH, PE
10/10/2008
BRIAR CHAPEL VOLUME AND SURFACE AREA CHECK J. FINCH, PE
NEW-05042 10/13/2008
IFJOW4Y
Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
• basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 94656 ft3
B. Forebay Volume
Volume = 18329 ft3
Forebay = 19%

Impervious Area = 1.3.83 acres
Drainage Area = 29.3 31 acres
% Impervious = 48.9%
Cotal Below NP Volume 94656 cf
Surface Area 25110 sf
Average Depth = 3.77 ft
-=> From the NCDENR Stormwater BW Handbook (4/99),
• in the Piedmont is as follows: the required SA/DA ratio for 85% TSS Removal
3.0 3.77 4.0
Lower Boundary => 40.0 1.73 1.43
Site % impervious => 48.9 2.02 1.77 1.70
Upper Boundary => 50.0 2.06 1.73
Area Required = 21837 sq.ft.
Area Provided = 25110 s .ft. YES
•
1 OF 1
BRIAR CHAPEL WQPond#2 J. FINCH, PE
NEW-05042 10/10/2008

•
1" RUNOFF VOLUME CALCULATION SHEET
Project Name: Briar Chapel
Checked by: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
419.5 0.0 _ 25110
420.0 0.5 26023 25567 12783 12783 0.51
422.0 2.5 29817 27920 55840 68623 2.41
424.0 4.5 33836 31827 63653 132276 4.42
426.0 6.5 38395 36116 72231 204507 6.61
426.3 6.8 38826 38611 9653 214160 6.90
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the 1" storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 28.31 acres
Runoff Depth = I inches
Therefore, total runoff from precipitation in question = 102765 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.
0
KS = 26549
b = 1.0809
BRIAR CHAPEL WQPond#2 J. FINCH, PE
NEW-05042 10/10/2008
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 = 102765 CF
Stage (above invert) associated with this storage = 3.50 feet
Therefore, depth required above normal pool for storm storage = 3.50 feet
41.97 inches
Set crest of principal spillway at stage = 3.50 feet
and EL = 423.00 feet
At principal spillway crest, storm pool storage provided = 102833 CF

•
BRIAR CHAPEL - PHASE 4 WQP#2 J. FINCH, PE
NEW-05042 10/13/2008
Inverted Siphon Design Sheet
D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
r?
3 inch
26549
1.0809 '
0.60
419.50 feet
0 cf
419.50 feet
423.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
423.00 102833 0.434
422.69 93074 0.413 0.423 9759 23049
422.38 83391 0.392 0.403 9683 24052
422.07 73792 0.369 0.381 9599 25219
421.77 64286 0345 0.357 9506 26603
421.46 54884 0.319 0.332 9402 28285
421.15 45602 0.291 0.305 9282 30392
420.84 36460 0.260 0.276 9142 33148
420.53 27488 0.225 0.243 8972 36995
420.22 18733 0.183 0.204 8755 42969
419.92 10283.3 0.127 0.155 8449 54523
Drawdown Time = 3.76 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 = 1.688 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2" orifice = 0.049 sf
Q= 0.3070 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.88 days
Conclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 3.76 days.
0
BRIER CHAPEL SWMF #2 - 12" DIP J.V. FINCH, PE
NEW-05042 7/13/2006
•
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti ,Seep Collar Design =>
SWMF A
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
2 - 12" DIP 67.0 2.53 1.99 25 2.00 ' 22.33333 YES
• Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
Anti-Seep Collar Design Sheet
0
BRIER CREEK WATER QUALITY POND #2 J.V. FINCH, PE
NEW-05042 7/13/2006
0 Input Data ==>
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser = 6.00 feet
Inside width of riser = 6.00 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 = 9.60 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 52.50 inches
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 79.39 CF
Concrete Present in Riser Structure ==>
Total amount of concrete:
Base of Riser = 32.667 CF
Riser Walls = 124.800 CF
•
Opening for barrel = 7.517 CF
Opening for drain pipe = 0.175 CF
Note 1C Products Es:_ unk Y t_ of
manhole wncretc at '42.
Total Concrete present, adjusted for openings = 149.776 CF
Weight of concrete present = 21268 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 149.776 CF
Displacement by open air in riser = 345.600 CF
Displacement by trash rack = 79.390 CF
Total water displaced by riser/barrel structure = 574.766 CF
Weight of water displaced = 35865 lbs
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.15
Must add = 19977 lbs concrete for buoyancy
•
Adjust for openings:
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 = 288.613 CF of concrete
Standard based described above = 32.667 CF of concrete
Therefore, base design must have = 321.280 CF of concrete
1 OF 2
BRIER CREEK WATER QUALITY POND #2 J.V. FINCH, PE
NEW-05042 7/13/2006
• Calculate size of base for riser assembly ==>
Length = 10.000 feet
Width = 10.000 feet
Thickness = 39.0 inches
Concrete Present = 325.000 CF OK
Check validity of base as designed ==>
Total Water Displaced = 867.099 CF
Total Concrete Present = 442.109 CF
Total Water Displaced = 54107 lbs
Total Concrete Present = 62779 lbs
Actual safetyfactor = 1.16
Results of design ==>

C J
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 39.00 inches
CY of concrete total in base = 12.04 CY
Concrete unit weight in added base >= 142 PCF
OK
2OF2
BRIAR CHAPEL
NEW-05042
0 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 : 49.97 Flow depth (ft) = 1.56
slope S in %: 1.47% Outlet velocity (fps) = 12.052
pipe diameter D in in.: 42
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.5
Outlet velocity (fps) 12.05
Apron length (ft) 28.00
B. IHNATOLYA, El
8/28/07
AVG DIAM STONE THICKNESS
• (inches) CLASS (inches)
3 A 9
6 B 22
»13 B or 1 22«
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3.5' + 28'
=31.5 ft
CONCLUSION:
USE NCDOT CLASS W RIP RAP
28'L x 32'W x 22" THK
•
ECDesign(R)2000 Channel Analysis Report
Channel Design
Channel Name: Fmerpenc;v snillwav - Pond #7 Units: Fake. Design life: 1700 months

Design Criteria Vegetation and Soil Channel Geometry Flow/Velocity
Flnw Rate M) Vegetated Yes

Vegetation Class 1)
Soil Filled No Bed Slope
(ft/ft) Inn
Req. Freeboard (ft) .000
Channel Len
th (ft) 70000
Discharge (cf/s) 110410
Flow Duration (hrs) 7
Avg. Velocity (ft/s) 7 410
g
Channel Side Slopes
H:1 V) i non
t (H:1 V) 1 nnn Channel Bend False
Bend Radius (ft) non
Outside Bend
Bottom Width (ft) in non
Channel Depth (ft) 1 500 Required Factor 1 15
of Safety
Results Avg. Flow Depth (ft)
Velocity (ft/s) Shear Stress (lbs/sgft) Pass Quantity
Lining Materials Computed max
Allowed Safet
Facto Computed ax
A owed Safety
Factor (SY)
Left PYR AMAT 727n 71 690 1 nnn 4 540 R Ron 1 940 Y I R9
Bottom PYR AMAT 7 970 71 690 7 760 5 410 R Ron 1 61n Y 911 11
Right PYR AMAT 7 770 71 690 1 non 4 540 R Ron 1 94n Y 16 89
Calculation Results:
Flow Depth (ft)
Flow Area (ft)
Hydraulic Radius (ft)
Opposite 'n'
4'in Left Wetted Perimeter (ft)
11 570 Bottom Wetted Perimeter (ft)
Right Wetted Perimeter (ft)
Total Wetted Perimeter (ft)
410 Avg. Velocity (ft/s)
047 Avg. Discharge (cf/s)
1 170
30.000
1 370
19 740
7 4in
11041n

WATER QUALITY POND #3 FINAL DESIGN
CALCULATIONS
C7
•
BRIAR CHAPEL - PHASE 4
NEW-05042
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Q;uaJm0\s6uimeaa uogoni;suoo\wjo;S\Lb090-M3NW\3N\S;oafald\:X
BRIAR CHAPEL WQP#3
NEW-05042
Stage-Storage Function
. Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
J. FINCH, PE
10/10/2008
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(fP.er) (feet) (SF) (SF) (CF) (CF) (feet)

433.0 0.0 17411
434.0 1.0 19144 18278 18278 18278 1.01
436.0 3.0 22779 20962 41923 60201 2.95
438.0 5.0 26641 24710 49420 109621 5.06
C?
Storage vs. Stage
120000
100000 y = 18164x''...
R2 = 0.9996
LL 80000
p> 60000
r
y 40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks= 18164
b = 1.1086

BRIAR CHAPEL SS FXN - WQP#3 J. FINCH, PE
NEW-05042 10/10/2008
• => Stage - Storage Function
Ks= 18164
b= 1.1086
Zo = 433
Elevation Storage
feet _ cfJ [acre-fe
433.00 0 0.000
433.20 3050 0.070
433.40 6577 0.151
433.60 10310 0.237
433.80 _ 14183 0.326
434.00 18164 0.417
434.20 22233 0.510
434.40 26376 0.606
434.60 30584 0.702
434.80 34850 0.800
435.00 39168 0.899
435.20 43533 0.999
435.40 _ 47942 1.101
435.60 52390 1.203
435.80 56876 1.306
436.00 61397 1.409
436.20 65951 1.514
436.40 70536 1.619
436.60 75150 1.725
436.80 79792 1.832
• 437.00 8446F--7-939
437.20 89155 2.047
437.40 93874 2.155
437.60 98615 2.264
437.80 103380 2.373
438.00 108166 1 2.483
0
Type.... Outlet Input Data Page 1.01
Name.... WQ23
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 433.00 ft
Increment = .20 ft
Max. Elev.= 438.00 ft
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
Orifice-Circular SI ---> TW 433.000 438.000
Inlet Box RI ---> BA 435.500 438.000
Culvert-Circular BA ---> TW 426.500 438.000
TW SETUP, DS Channel

•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008

Type.... Outlet Input Data
Name.... WQP3
Page 1.02
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 433.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type
----------------- = Inlet Box
-------------
------
# of Openings = 1
Invert Elev. = 435.50 ft
Orifice Area = .6000 sq.ft
Orifice Coeff. = 16.000
Weir Length = 16.00 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
is
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP3
Page 1.03
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 426.50 ft
Dnstream Invert = 426.00 ft
Horiz. Length = 73.00 ft
Barrel Length = 73.00 ft
Barrel Slope = .00685 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb - .012411
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
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.303
Slope Factor = -:500
is
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 = 428.81 ft ---> Flow = 15.55 cfs
At T2 Elev = 429.11 ft ---> Flow = 17.77 cfs

S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP3
Page 1.04
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
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
•
C7
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Composite Rating Curve
Name.... WQP3
Page 1.10
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
•
is
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- --------------
Elev. Q TW El ev Error
ft cfs ft +/-ft
-
- Contributing Structures
-------------------------
--------
433.00 -------
.00 ------
Free -- ---
-
Outfall (no Q: SI,RI,BA)
433.20 .04 Free Outfall SI (no Q: RIBA)
433.40 .06 Free Outfall SI (no Q: RI,BA)
433.60 .08 Free Outfall SI (no Q: RIBA)
433.80 .09 Free Outfall SI (no Q: RI,BA)
434.00 .10 Free Outfall SI (no Q: RIBA)
434.20 .11 Free Outfall SI (no Q: RI,BA)
434.40 .12 Free Outfall SI (no Q: RIBA)
434.60 .13 Free Outfall SI (no Q: RIBA)
434.80 .14 Free Outfall SI (no Q: RI,BA)
435.00 .15 Free Outfall SI (no Q: RI,BA)
435.20 .15 Free Outfall SI (no Q: RI,BA)
435.40 .16 Free Outfall SI (no Q: RIBA)
435.50 .16 Free Outfall SI (no Q: RI,BA)
435.60 1.68 Free Outfall SI,RI,BA
435.80 8.06 Free Outfall SI,RI,BA
436.00 17.15 Free Outfall SI,RI,BA
436.20 28.30 Free Outfall SI,RI,BA
436.40 41.17 Free Outfall SI,RI,BA
436.60 46.83 Free Outfall SI,RI,BA
436.80 47.36 Free Outfall SI,RI,BA
437.00 47.89 Free Outfall SI,RI,BA
437.20 48.41 Free Outfall SI,RI,BA
437.40 48.93 Free Outfall SI,RI,BA
437.60 49.44 Free Outfall SI,RI,BA
437.80 49.94 Free Outfall SI,RI,BA
438.00 50.44 Free Outfall SI,RI,BA
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
HMS * Summary of Results for WQP#3
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 100ct08 1523
Run Name : 1-Year Post
•
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 19.613 (cfs)
Peak Outflow 0.14517 (cfs)
Total Inflow : 1.13 (in)
Total Outflow 0.15 (in)
Date/Time of Peak Inflow 10 Oct 08 1157
Date/Time of Peak Outflow 10 Oct 08 2400
Peak Storage 0.85114(ac-ft)
Peak Elevation 434.90(ft)
0
HMS * Summary of Results for WQP#3
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 110ct08 0000
Execution Time 100ct08 1523
Run Name : 2-Year Post
C,
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 29.209 (cfs)
Peak Outflow 0.45553 (cfs)
Total Inflow 1.57 (in)
Total Outflow 0.31 (in)
Date/Time of Peak Inflow 10 Oct 08 1205
Date/Time of Peak Outflow 10 Oct 08 1804
Peak Storage 1.1208(ac-ft)
Peak Elevation 435.44(ft)
0
HMS * Summary of Results for WQP#3
Project : NEW-05042 Run Name : 10-Year Post
• Start of Run 100ct08 0000 Basin Model Post-Development
End of Run 11Oct08 0000 Met. Model 10-Year Storm
Execution Time 10OCt08 1523 Control Specs 1-Minute dT
Computed Results
Peak Inflow 47.778 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 9.6887 (cfs) Date/Time of Peak Outflow 10 Oct 08 1225
Total Inflow 3.03 (in) Peak Storage 1.3245(ac-ft)
Total Outflow 1.75 (in) Peak Elevation 435.84(ft)
is
r?
HMS * Summary of Results for WQP#3
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 100ct08 1524
Run Name : 25-Year Post
•
Computed Results
Basin Model Post-Development
Met. Model 25-Year Storm
Control Specs 1-Minute dT
Peak Inflow 59.117 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 24.320 (cfs) Date/Time of Peak Outflow 10 Oct 08 1215
Total Inflow 3.94 (in) Peak Storage 1.4765(ac-ft)
Total Outflow 2.65 (in) Peak Elevation 436.13(ft)
0
HMS * Summary of Results for WQP#3
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 100ct08 1524
Run Name : 100-Year Post
rI
Basin Model Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 76.695 (cfs)
Peak Outflow 46.417 (cfs)
Total Inflow 5.39 (in)
Total Outflow 4.08 (in)
Date/Time of Peak Inflow 10 Oct 08 1204
Date/Time of Peak Outflow 10 Oct 08 1210
Peak Storage 1.7173(ac-ft)
Peak Elevation 436.59(ft)
0
BRIAR CHAPEL SS FXN - WQP#3(100Yr) J. FINCH, PE
NEW-05042 10/13/2008
• __> Stage - Storage Function
Ks= 18164
b= 1.1086
Zo = 433
•
Elevation Storage 100-Year Worst Case
[feet] [cf] [acre-feet] [cf] [acre-feet]
433.00 0 0.000 -
433.20 3050 0.070 -
433.40 6577 0.151 - -
433.60 10310 0.237 -
433.80 14183 0.326 - -
434.00 1 18164 0.417 - -
434.20 22233 0.510 - -
434.40 26376 0.606 - -
434.60 30584 0.702 -
434.80 34850 0.800 - -
435.00 39168 0.899 -
435.20 43533 0.999 - -
435.40 47942 1.101
435.50 50161 1.152 0 F 0.000
435.70 54629 1.254 4468 0.103
435.90 59132 1.357 8971 T 0.206
436.10 63670 1.462 13509 0.310
436.30 68240 1.567 18078 0.415
_ 436.50 72839 1.672 2678 0.521

436.70
77468
1.778
27306 _
0.627
436.90 82123 1.885 31962 0.734
437.10 _86805 1.993 36644 0.841
437.30 91511 2.101 41350 0.949
437.50 96242 2.209 46080 1.058
_437.70 100995 __
2.319 50834 1.167
437.90 105770
_ 2.428 55609 1.277
438.00 108166 _
2.483 M58005 1.332
p, Tw G
0

C7
•
Type.... Composite Rating Curve
Name.... WQP3(100YR)
Page 1.07
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
435.50 -------
.00
435.70 4.29
435.90 12.14
436.10 22.31
436.30 34.35
436.50 46.36
436.70 46.89
436.90 47.42
437.10 47.94
437.30 48.45
437.50 48.96
437.70 49.47
437.90 49.96
438.00 50.21
SIN: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------ -- Converge ---------
TW El ev Error
ft
------ +/-ft
-- -- Contributing Stru ctures

Free --- -
Outfall -----------------
(no Q: RIBA) --------
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free
Free Outfall
Outfall RI, BA
RI,BA
Free Outfall RIBA
,
Free Outfall RI,BA fit e
4 W
Free Outfall RI,BA LA,
Free Outfall RI,BA Q jn o
Free Outfall RI, BA
Free Outfall RIBA
Free Outfall RI,BA
The John R. McAdams Company
Time: 10:52 AM Date: 10/13/2008
HMS * Summary of Results for WQP#3
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run llOct08 0000
Execution Time 130ct08 1115
Run Name : 100-YrPost(WC)
•
Computed Results
Basin Model Post-Dev(100YrWC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Peak Inflow 76.695 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 47.209 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow 5.39 (in) Peak Storage 0.69148(ac-ft)
Total Outflow 5.37 (in) Peak Elevation 436.82(ft)
0
BRIAR CHAPEL WO POND #3 J. FINCH. PE
NEW-05042 Below NWSE 10/10/2008
Stage-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008

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)

426.5 0.0 2961
427.0 0.5 5053 4007 2004 2004 0.52
428.0 1.5 6010 5532 5532 7535 1.44
430.0 3.5 8293 7152 14303 21838 3.23
432.0 5.5 14114 11204 22407 44245 5.54
433.0 6.5 17411 15763 15763 60008 6.99
is
Storage vs. Stage
70000 -- ------
60000
50000 y = 4692x'.3108
40000 R2 = 0.9966
d
rn
2 30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 4692
b = 1.3108
0
BRIAR CHAPEL WQ POND #3 J. FINCH, PE
NEW-05042 Forebay #1 10/10/2008
Stage-Stora ge Function
•
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
Average Incremental Accumulated Estimated
C ontour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
427.0 0.0 767 _
428.0 1.0 1002 885 885 885 1.00
430.0 3.0? 1619 1311 2621 3506 2.94
431.0 4.0 2014 1817 1817 5322 4.07
0
Storage vs. Stage
6000
5000 .zas?
y = 879.56x'
4000 R2 = 0.9993
U
rn 3000
2000
1000
0 -F--
0.0 1.0 20 3.0 4.0 5.0
Stage (feet)
Ks 879.56
b = 1.2831
0
BRIAR CHAPEL WQ POND #3 J. FINCH, PE
NEW-05042 Forebay #2 10/10/2008
Stage-Storage Function
• Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
427.0 0.0 1004
428.0 1.0 1277 1141 1141 1141 1.00
430.0 3.0 1936 _ 1607 3213 4354 2.95
431.0 4.0 2310 2123 2123 6477 4.06
is
Storage vs. Stage
7000 - - -
6000 Y = 11 35.3x' 2435
5000 R2 = 0.9995
LL
U 4000
rn
0 3000
2000
1000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 1135.3
b = 1.2435
0
BRIAR CHAPEL
NEW-05042
BRIAR CHAPEL - WO POND #3 DESIGN
Per NCDENR "Stormwater Best Management Practices", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond -Below Normal Pool Volume
Volume = 60008 cf
B. Forebay Volumes
Forebay 1 Volume = 5322 cf
Forebay 2 Volume = 6477 cf
% Forebay = 20%

Impervious Area = 4.29 acres
Drainage Area = 1(),5 acres
% Impervious = 40.7%
Cotal Below NP Volume 60008 cf
Surface Area 17411 sf
Average Depth = 3.45 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 3.45 4.0
Lower Boundary => 40.0 1.73 1.43
Site % impervious => 40.7 1.75 1.62 1.45
Upper Boundary => 50.0 2.06 1.73
Area Required = 7428 sf
Area Provided. = 17411 sf YES
J. FINCH, PE
10/10/2008
BRIAR CHAPEL WQPond#3 J. FINCH, PE
NEW-05042 10/10/2008
•
is
1" RUNOFF VOLUME CALCULATION SHEET
Project Name: Briar Chapel
Checked by: L Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)

433.0 0.0 17411
434.0 1.0 19144 18278 18278 18278 1.01
436.0 3.0 22779 20962 41923 60201 2.95
438.0 5.0 26641 24710 49420 109621 5.06
Storage vs. Stage
120000

100000 --------
''066
y - 18164x
R2 = 0.9996
50000
LL
U
rn 60000

0
N 40000
20000
0

0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 18164
b = 1.1086
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the V storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 10.53 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 38224 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.
C,
BRIAR CHAPEL WQPond#3 J. FINCH, PE
NEW-05042 10/10/2008
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 = 38224 CF
Stage (above invert) associated with this storage = 1.96 feet
Therefore, depth required above normal pool for storm storage = 1.96 feet
23.48 inches
Set crest of principal spillway at stage = 1.96 feet
and EL = 434.96 feet
•
At principal spillway crest, storm pool storage provided = 38301 CF
0
BRIAR CHAPEL - PHASE 4 WQP#3 J. FINCH, PE
NEW-05042 10/13/2008
Inverted Siphon Design Sheet
D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Nonnal Pool =
Orifice Invert
=
WSEL @ 1" Runoff Volume =
2 inch
1
18164
1.1086
0.60
433.00 feet
0 cf
433.00 feet
434.96 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
434.96 38301 0.144
434.79 34605 0.137 0.140 3696 26339
434.62 30947 0.130 0.133 3658 27413
434.45 27332 0.122 0.126 3616 28660
434.27 23762 0.114 0.118 3569 30137
434.10 20245 0.106 0.110 3517 31925
433.93 16787 0.097 0.101 3458 34159
433.76 13398 0.086 0.091 3389 37073
433.59 10091 0.075 0.080 3307 41125
433.42 6889 0.061 0.068 3202 47397
433.25 3830.1 0.042 0.051 3059 59486
•
Drawdown Time = 4.21 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 = 0.938 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2" orifice = 0.022 sf
Q= 0.1018 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.36 days
Conclusion : Use 1 - 2" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 4.21 days.
0
BRIER CHAPEL $WMF #3 - 8" DIP B. Ihnatolya, El
NEW-05041 7/19/2006
Anti-Seep Collar Design Sheet
•
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
SWMF
Flow Length Min. Calc'd # Max. # of Use.
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
#3 - 8" DIP 67.0 2.53 1.99 25 2.00 22.33333 YES
• Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
C,
BRIAR CHAPEL - POND #3
CKP-05041
.Input Data =_>
Sauare Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser = 4.00 feet
Inside width of riser = 4.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 8.00 feet
Base width of riser = 8.00 feet
Inside height of Riser = 9.00 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 31.50 inches
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 38.00 CF
Concrete Present in Riser Structure =_>
Total amount of concrete:
Adjust for openings:
Base of Riser = 42.667 CF
Riser Walls = 81.000 CF
Opening for barrel = 2.706 CF
Opening for drain pipe = 0.175 CF
B. IHNATOLYA, El
7/14/2006
Note: NC Products lis:q ur t wt. of
nvrnhok xmcv?:L, PC',%
• Total Concrete present, adjusted for openings = 120.786 CF
Weight of concrete present = 17152 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 120.786 CF
Displacement by open air in riser = 144.000 CF
Displacement by trash rack = 38.000 CF
Total water displaced by riser/barrel structure = 302.786 CF
Weight of water displaced = 18894 lbs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 lrL:: n:rf:, if .;.s ar hiNF eo
Must add = 4576 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 = 66.115 CF of concrete
Standard based described above = 42.667 CF of concrete
• Therefore, base design must have = 108.782 CF of concrete
1 OF 2
BRIAR CHAPEL - POND #3
CKP-05041
0 Calculate size of base for riser assembly =_>
Length = 8.000 feet
Width = 8.000 feet
Thickness = 21.0 inches
Concrete Present = 112.000 CF
Check validity of base as designed =_>
OK
Total Water Displaced = 372.120 CF
Total Concrete Present = 190.120 CF
Total Water Displaced = 23220 lbs
Total Concrete Present = 26997 lbs
Actual safetyfactor = 1.16
Results of design =>
r?
E
OK
B. IHNATOLYA, El
7/14/2006
Base length = 8.00 feet
Base width = 8.00 feet
Base Thickness = 21.00 inches
CY of concrete total in base = 4.15 CY
Concrete unit weight in added base >= 142 PCF
2OF2
•
BRIAR CHAPEL
NEW-05042
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 : 9.6885 Flow depth (ft) = 1.02
slope S in %: 0.685 Outlet velocity (fps) = 6.003
pipe diameter D in in.: 24
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
•
Pipe diameter (ft) 2.00
Outlet velocity (fps) 6.00
Apron length (ft) 12.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
>> 6 B 22«
13 B or 1 22
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 2' + 12'
14 ft
CONCLUSION:
USE NCDOT CLASS W RIP RAP
12'Lx141Wx22"THK
B. IHNATOLYA, El
9/4/07
0
•
WATER QUALITY POND #4 FINAL DESIGN
CALCULATIONS
0
11
BRIAR CHAPEL - PHASE
NEW-05042
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BRIAR CHAPEL WQP#4 J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storage Function

Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
•
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)

419.0 0.0 36163
420.0 1.0 38543 37353 37353 37353 1.00
422.0 3.0 43604 41074 82147 119500 2.96
424.0 5.0 48782 46193 92386 211886 5.04
Storage vs. Stage
250000 ---
200000 '.0712
y = 37188x
R2 = 0.9998
U. 150000
°M
rn
0 100000
y
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 37188
b = 1.0752
0
BRIAR CHAPEL SS FXN - WQP#4 J. FINCH, PE
NEW-05042 10/10/2008
Stage - Storage Function
Ks= 37188
b = 1.0752
Zo = 419
Elevation
•
419.00 0 0.000
419.20 6590 0.151
419.40 13885 0.319
419.60 21472 0.493
419.80 29255 0.672
420.00 37188 0.854
420.20 45242 1.039
420.40 53397 1.226
420.60 61641 1.415
420.80 69964 1.606
421.00 78356 1.799
421.20 86811 1.993
421.40 95325 2.188
421.60 103892 2.385
421.80 112509 2.583
422.00 121172 2.782
422.20 129879- --T982
422.40 138627 3.182
422.60 147414 3.384
422.80 156238 3.587
423.00 165096 3.790
423.20 173988 3.994
423.40 182912 4.199
423.60 191867 _
4.405
423.80 200851 4.611
424.00 209863 i 4.818
•
Type.... Outlet Input Data Page 1.01
Name.... WQP4
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
• Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 419.00 ft
Increment = .20 ft
Max. Elev.= 424.00 tt
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No Outfall El, It E2, It
----------------- ---- ------- --------- ---------
Orifice-Circular SI ---> TW 419.000 424.000
Inlet Box RI ---> BA 421.550 424.000
Culvert-Circular BA ---> TW 414.300 424.000
TW SETUP, DS Channel ._
•
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:28 AM Date: 10/27/2008
Type.... Outlet Input Data
Name .... WQP4

Page 1.02
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title.._ Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev-_ = 419.00 ft
Diameter = _2500 ft
Orifice Coeff_ _ .600
Structure ID = RI
Structure Type
-------- = Inlet. Box
---------
# of openings -------------
= 1 ------
Invert Elev. = 421.55 ft
Orifice Area = .6000 sq.ft
Orifice Coeff. = 36.000
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
is

•
S/N: 6217012070C3
PondPack Ver. 8.0058
The John R_ McAdams Company
Time: 10:28 AM Date: 10/27/2008
•
F_ I
L
Type.... Outlet Input Data
Name.... WQP4
Page 1.03
File .... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type =
------
- Culvert-Ci rcular
---
---------
No. Barrels -----------
1 ------
Barrel Diameter - 3.5000 ft
Upstream Invert 414.30 ft
Dnstream Invert = 414.00 ft
Horiz. Length = 54.00 ft
Barrel Length = 54.00 ft
Barrel Slope = .00556 ft/ft
OUTLET CONTROL DATA ___
Mannings n = .0130
Ke = _5000 (forward entrance loss)
Kb = .005885 (per.ft of full flow)
Kr _ _5000 (reverse entrance loss)
+-: HW Convergence =
S .001 +/- ft
INLET CONTROL DATA._
Equation form
Inlet Control K
Inlet Control M
Inlet Control c
Inlet Control Y
T1 ratio (HW/D)
T2 ratio (HW/D)
Slope Factor
1
.0098
2.0000
.03980
.6700
1.157
1.304
-.500
Use unsubmerged inlet control Form 1 equ_ below Tl 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 Tl Elev = - 418.35 ft ---> Flow = 63.00 cfs
At T2 Elev = 418.86 ft ---> Flow = 72.00 cfs
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:28 AM Date: 10/27/2008
•
Type.... Outlet Input Data
Name.... WQP4
Page 1.04
File.... X:\Projects\NEW\NEW-05092\Storm\Construction Drawings\SWM£DESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
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
•
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:28 AM Date: 10/27/2008
•
Type.... Composite Rating Curve
Name.... WQP4
Page 1.10
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title._. Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY
•
•
WS Elev, Total Q Notes
-------- -- Converge -
Elev. Q TW E. lev Error
ft
-------- cfs
----- ft +/-ft Contributing Structures

419.00 --
.00 -----
Free --- ----- -
Outfall -------------------------
(no Q: SI,RI,BA)
419.20 .06 Free Outfall SI (no Q: RI,BA)
419.40 .12 Free Outfall SI (no Q: RIBA)
419.60 .16 Free Outfall SI (no Q: RI,BA)
419.80 _19 Free Outfall SI (no Q: RIBA)
420.00 _22 Free Outfall SI (no Q: RIBA)
420.20 .24 Free Outfall SI (no Q: R1,BA)
420.40 .27 Free Outfall SI (no Q: RIBA)
420.60 .29 Free Outfall SI (no Q: RIBA)
420.80 _31 Free Outfall ST (no Q: RIBA)
421.00 .32 Free Outfall SI (no Q: R1,BA)
421.20 .34 Free Outfall ST (no Q: RIBA)
421.40 .36 Free Outfall SI (no Q: RIBA)
421.55 AvJ 7' Free Outfall SI (no Q: RI,BA)
421.60 Lf8,_ Free Outfall SI,RI,BA
421.80 9-.19 Free Outfall SI,RI,BA
422.00 22.14 Free Outfall SI,RI,BA
422.20 38.15 Free Outfall SI,RI,BA
422.40 56.85 Free Outfall SI,RI,BA
422.60 77.91 Free Outfall SI,RI,BA
422.80 101.08 Free Outfall SI,RI,BA
423.00 122.13 Free Outfall SI,RI,BA
423.20 124.05 Free Outfall SI,RI,BA
423.40 125.92 Free Outfall SI,RI,BA
423.60 127.77 Free Outfall SI,RI,BA
423.80 129.59 Free Outfall SI,RI,BA
424.00 131.40 Free Outfall SI,RI,BA
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:28 AM Date: 10/27/2008
HMS * Summary of Results for WQP#4
Project : NEW-05042 Run Name : 1-Year Post
. Start of Run : l0Oct08 0000 B
i
M
d
l P
as
n
o
e ost-Development
End of Run 11Oct08 0000 Met. Model 1-Year Storm
Execution Time : 27Oct08 1037 Control Specs 1-Minute dT
Computed Results
Peak Inflow : 61.605 (cfs) Date/Time of Peak Inflow : 10 Oct 08 1156
Peak Outflow : 1.0645 (cfs) Date/Time of Peak Outflow : 10 Oct 08 -1823
Total Inflow : 1.44 (in) Peak Storage : 2.3573(ac-ft)
Total Outflow : 0.37 (in) Peak Elevation 421.57(ft)
0
s

HMS * Summary of Results for WQP#4

Project : NEW-05042
Start of Run l0Oct08 0000
End of Run 11Oct08 0000
Execution Time 270ct08 1038
Run Name : 2-Year Post
•
Computed Results
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Peak Inflow 88.386 (cfs) Date/Time of Peak Inflow 10 Oct 08 1205
Peak Outflow : 4.4413 (cfs) Date/Time of Peak Outflow 10 Oct 08 1245
Total Inflow 1.94 (in) Peak Storage : 2.4637(ac-ft)
Total Outflow : 0.86 (in) Peak Elevation : 421.68(ft)
0
HMS * Summary of Results for WQP#4
Project : NEW-05042 Run Name : 10-Year Post
Start of Run 10O
t08 0000 Ba
in Mod
l P
t-D
l
t
c s
e :
os
eve
opmen
End of Run 11Oct08 0000 Met_ Model : 10-Year Storm
Execution Time 270ct08 1038 Control Specs : 1-Minute dT
Computed Results
Peak Inflow 134.39 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 59.587 (cfs) Date/Time of Peak Outflow : 10 Oct 08 1213
Total Inflow 3.52 (in) Peak Storage 3.2083(ac-ft)
Total Outflow 2.40 (in) Peak Elevation 422.43(ft)

0
HMS * Summary of Results for WQP#4
Project : NEW-05042 Run Name : 25-Year Post
Start of Run : 100ct08 0000 Basin Model Post-Development
End of Run IlOct08 0000 Met. Model 25-Year Storm
Execution Time 27Oct08 1038 Control Specs 1-Minute dT
Computed Results
Peak Inflow 161.92 (cfs) Date/Time of Peak Inflow : 10 Oct 08 1204
Peak Outflow 101.97 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow : 4.47 (in) Peak Storage 3.5955(ac-ft)
Total Outflow 3.35 (in) Peak Elevation 422.81(ft)

•
•
HMS * Summary of Results for WQP#4
Project : NEW-05042 Run Name : 100-Year Post
Start of Run : l0Oct08 0000 Basin Model Post-Development
End of Run : 11Oct08 0000 Met. Model 100-Year Storm
Execution Time : 270ct08 1038 Control Specs 1-Minute dT
Computed Results
Peak Inflow 204.35 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow : 125.77 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow 5.97 (in) Peak Storage 4.1821(ac-ft)
Total Outflow : 4.85 (in) Peak Elevation 423.38(ft)
•
0
BRIAR CHAPEL SS FXN - WQP#4(100Yr) J. FINCH, PE
NEW-05042 10/13/2008
• => Stage - Storage Function
Ks= 37188
b = 1.0752
Zo = 419
•
Elevation Stora a 100-Year Worst Case
[feet] [cf] [acre-feet] [cfJ [acre-feet]
419.00 0 0.000 - -
419.20 6590 0.151 -
419.40 13885 0.319 -
419.60 21472 0.493 - -
419.80 29255 0.672 -
420.00 37188 0.854 -
420.20 45242 1.039 -
420.40 53397 1.226
420.60 61641 1.415 -
420.80 69964 1.606 - -
_
421.00 78356 1.799 - -
421.20 86811 1.993
421.40 95325 2.188 - -
421.55 101745 2.336 0 0.000
421.75 110350 2.533 8605 0.198
421.95 119002 2.732 17257 0.396
422.15 127699 2.932 25953 0.596
422.35 136437 3.132 34691 0.796
422.55 145214 3.334 _ 43469 _ 0.998
422.75 154029 3.536 52283 1.200
422.95 162879 3.739 61133 1.403
423.15
423.35
423.55
423.75 171762
180678
189625
198602 3.943
4.148
4.3_53
4.559 70017
i 78933
87880
96857 1.607
1.812
2.017
2.224 _
W
423.95 207607
_
- 4.766 105862 2.430
424.00 209863 4.818 108117 2.482
O6
•
u
Type.... Composite Rating Curve
Name.... WQP4(100YR)
Page 1.07
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN_PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****

WS Elev, Total Q Notes
- - Converge ------------
Elev. Q TW E lev Error
ft CfS ft +/-ft Contributing Structures

421.55
.00
Free -
Outfall ------------------
(no Q: RIBA) -------
421.75 6.44 Free Outfall RI,BA
421.95 18.21 Free Outfall RIBA
422.15 33.46 Free Outfall RIBA
422.35 51.52 Free Outfall RI BA f.
422.55 72.00 Free Outfall RIBA
422.75 94.65 Free Outfall RI, BA VAiew coo
422.95 127.19 Free Outfall RIBA
423. 15 123.10 Free Outfall RI, BA rlQ?7j/1??.
423.35 124.97 Free Outfall RI,BA
423.55 126.81 Free Outfall RIBA
423.75 128.64 Free Outfall RIBA
423.95 130.44 Free Outfall RIBA
424.00 130.88 Free Outfall RIBA
I

S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:29 AM Date: 10/27/2008
HMS * Summary of Results for.WQP#4
Project : NEW-05042 Run Name : 100-YrPost(WC)
• Start of Run 10Oct08 0000 Basin Model Post-Dev(100YrWC)
End of Run 11Oct08 0000 Met. Model 100-Year Storm
Execution Time : 270ct08 1044 Control Specs 1-Minute dT
Computed Results
Peak Inflow 204.35 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 125.81 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow 5.97 (in) Peak Storage 1.9061(ac-ft)
Total Outflow 5.95 (in) Peak Elevation 423.44(ft)
•
C.
BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storage Function
• Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

413.0 0.0 19559
414.0 1.0 21120 20340 20340
_ 20340 1.02
416.0 3.0 24394 22757 45514 65854 2.92
417.0 4.0 26107 25251 25251 91104 3.90
419.0 6.0 36163 31135 62270 153374 6.22

Ks = 19966
b = 1.1151
0
BRIAR CHAPEL Forebay J. FINCH, PE
NEW-05042 10/10/2008
•
Stage-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

413.0 0.0 6896
414.0 1.0 7524 7210 7210 7210 1.00
416.0 3.0 8854 8189 16378 23588 2.98
417.0 4.0 9557 9206 9206 32794 4.03
•
Storage vs. Stage
35000
30000 y = 7196.4x' 0saa
25000 R2 = 0.9999
LL
v 20000
Gf
0 15000
N
10000
5000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 7196.4
b = 1.0888
•
BRIAR CHAPEL Volume Check J. FINCH, PE
NEW-05042 10/23/2008
BRIAR CHAPEL - WO POND #4 DESIGN
Per NCDENR "StormwaterBestManagement Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 153374 cf
B. Forebay Volume
Forebay Volume = 32794 cf
Forebay = 21%
I?? .t1l A? t;:faC?. €
Impervious Area = i3.90 acres
Drainage Area = 25.6 i acres
% Impervious = 54.2%
Total Below NP Volume 153374 cf
Surface Area 36163 sf
Average Depth = 4.24 ft
From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
4.0 4.24 5.0
Lower Boundary => 50.0 1.73 1.50
Site % impervious => 54.2 1.86 L 79 1.59
Upper Boundary => 60.0 103 1.71 .
Area Required = 20012 sf
Area Provided = 36163 sf YES
C:
BRIAR CHAPEL WQPond#4 J. FINCH, PE
NEW-05042 10/10/2008
1" RUNOFI
• Project Name:
Checked by:
Job Number:
Date:
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)

419.0 0.0 36163
420.0 1.0 38543 37353 37353 37353 1.00
422.0 3.0 43604 41074 82147 119500 2.96
?
424.0 5.0 48782 46193 92386 211886 5.04
E
Storage vs. Stage
250000
200000 i 1112
y = 37188x
U. 150000 R2 = 0.9998
m
rn
0 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 &0
Stage (feet)
P VOLUME CALCULATION SHEET
Briar Chapel
J. Finch, PE
NEW-05042
10/10/2008
KS= 37188
b = 1.0752
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the V storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 25.64 acres
Runoff Depth = I inches
Therefore, total runoff from precipitation in question = 93073 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.
0
BRIAR CHAPEL WQPond#4 J. FINCH, PE
NEW-05042 10/10/2008
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 = 93073 CF
Stage (above invert) associated with this storage = 2.35 feet
Therefore, depth required above normal pool for storm storage = 2.35 feet
28.17 inches
Set crest of principal spillway at stage = 2.35 feet
and EL = 421.35 feet
At principal spillway crest, storm pool storage provided = 93191 CF
•
.7

BRIAR CHAPEL - PHASE 4
NEW-05042
WQP#4
Inverted Siphon Design Sheet
D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert
=
WSEL @ 1" Runoff Volume =
3 inch
1
37188
1.0752
0.60
419.00 feet
0 cf
419.00 feet
421.35 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
421.35 93191 0.352
421.14 84379 0.335 0.344 8813 25648
420.94 75630 0.317 0.326 8749 26808
420.73 66952 0.299 0.308 8678 28165
420.52 58351 0.279 0.289 8600 29783
420.31 49839 0.257 0.268 8512 31763
420.11 41428 0.234 0.245 8411 34269
419.90 33135 0.208 0.221 8293 37592
419.69 24987 0.178 0.193 8149 42329
419.48 17023 0.141 0.159 7964 49964
419.28 9319.1 0.092 0.117 7703 66123
Drawdown Time = 4.31 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 = 1.1 13 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2" orifice = 0.049 sf
Q= 0.2493 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.33 days
Conclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 4.31 days.
J. FINCH, PE
10/13/2008
0
r?
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
J. FINCH, PE
7/28/2006
Anti-Seep Collar Design ->
r?
BRIAR CHAPEL WATER QUALITY POND #4 - 12" DIP
NEW-05043
Anti-Seep Collar Design Sheet
WQP P
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing `collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
4 - 12" DIP 39.0 1.50 1.95 21 2.00 13 YES
Note: Ifspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•
BRIAR CHAPEL
NEW-05043
• Input Data =_>
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present in Riser Structure =_>
Total amount of concrete:
Adjust for openings:
6.00 feet
6.00 feet
6.00 inches
8.00 inches
7.00 feet
7.00 feet
6.95 feet
142.0 PCF
52.50 inches
8.0 inches
79.39 CF
Base of Riser = 32.667 CF
Riser Walls 90.350 CF
Opening for barrel = 7.517 CF
Opening for drain pipe = 0.175 CF
J. FINCH, PE
7/28/2006
Note. NC inducts fis u1E wt. of
n,r:nh:,le pmt ;z to k '411 PC-F.
• Total Concrete present, adjusted for openings = 115.326 CF
Weight of concrete present = 16376 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 115.326 CF
Displacement by open air in riser = 250.200 CF
Displacement by trash rack = 79.390 CF
Total water displaced by riserlbarrel structure = 444.916 CF
Weight of water displaced = 27763 lbs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (,c wcLn:;nd '_.15 or lrighc_ I
Must add = 15551 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 = 224.668 CF of concrete
Standard based described above = 32.667 CF of concrete
• Therefore, base design must have = 257.334 CF of concrete
1 OF 2
BRIAR CHAPEL
NEW-05043
• Calculate size of base for riser assembly =_>
Length = 10.000 feet
Width = 10.000 feet
Thickness = 31.0 inches
Concrete Present = 258.333 CF €:1.K
Check validity of base as designed =_>
Total Water Displaced = 670.582 CF
Total Concrete Present = 340.992 CF
Total Water Displaced = 41844 lbs
Total Concrete Present = 48421 lbs
Actual safety factor = 1.16 f1.K
Results of design =_>
•
•
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 31.00 inches
CY of concrete total in base = 9.57 CY
Concrete unit weight in added base >= 142 PCF
J. FINCH, PE
7/28/2006
2OF2
Briar Chapel-WQ Pond #4
Project # NEW-05043
VELOCITY DISSIPATOR DESIGN
18 Designed By: B. Ihnatolya
Velocity Dissipator - WQ Pond #4
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 : 59.59 Flow depth (ft) = 2.35
slope S in %.- 0.556 Outlet velocity (fps) = 8.660
pipe diameter D in in.: 42
''-- - - Manning number n : 0.013
NRCD Land Quality Section
NFDOT Dissipator Design Results
s
Pipe diameter (ft) 3.50
Outlet velocity (fps) 8.66
Apron length (ft) 28.00
AVG DIAM STONE THICKNESS
(inches) CLASS
-------- (inches)
----- --
3 A -------
9
6 B 22
»13 Borl 22«
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH = 28.0 + 3.5
WIDTH = 31.5 FEET
CONCLUSION
Use 14" DIA NCDOT Class `2' Rip Rap
28'L x 31.5'W x 22"Thick
U
•
WATER QUALITY POND #5 FINAL DESIGN
CALCULATIONS

40
BRIAR CHAPEL - PHASE 4
NEW-05042
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• • •
Z17 L4Z'Z: L 'eAloleu4l 'Wb' 9L:Z L: L L /OOZ/ZZ/OL '5MP'9ad-17V090M3N\s5ulmeJa luajano\s6uimejQ uoilonalsuOO\wJOIS\bbOSO-M=jNW13N\SlOafoJd\:X
BRIAR CHAPEL WQP#5 J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storag e Function
•
Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
•
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)

434.5 0.0 14468
436.0 1.5 16829 15649 23473 23473 1.51
438.0 3.5 20163 18496 36992 60465 3.45
440.0 5.5 23757 21960 43920 104385 5.56
Storage vs. Stage
120000 -?
100000
y = 14669x"444
80000 R2 = 0.9996
LL
U
rn 60000
A
0
N 40000
20000
0 F -
?
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 14669
b = 1.1444
0
BRIAR CHAPEL SS FXN - WQP#5 J. FINCH, PE
NEW-05042 10/10/2008
Stage - Storage Function
Ks = 14669
b= 1.1444
Zo = 434.5
Elevation
•
434.50 0 0.000
434.70 2325 0.053
434.90 5140 0.118
435.10 8176 0.188
435.30 11363 0.261
435.50 14669 0.337
435.70 18072 0.415
435.90 21559 0.495
436.10 25119 0.577
436.30 28743 0.660
436.50 _
32426 0.744
436.70 36163 0.830
436.90 _
39950 0.917
437.10 43782 1.005
437.30 47657 1.094
437.50 51572 1.184
437.70 55526 1.275
437.90 59515 1.366
438.10 63538 1.459
438.30 67593 1.552
438.50 71680 1.646
438.70 75796 1.740
438.90 79941_ 1.835
439.10 18144113 1.931
439.30 r
88311
_ 2.027
439.50 92534 2.124
0
Type.... Outlet Input Data Page 1.01
Name.... WQP5
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 434.50 ft
Increment = .20 ft
Max. Elev.= 440.00 ft
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
orifice-Circular SI ---> TW 434.500 440.000
Inlet Box RI ---> BA 437.750 440.000
Culvert-Circular BA ---> TW 428.350 440.000
TW SETUP, DS Channel
•
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP5
Page 1.02
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 434.50 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of Openings ------------
= 1 -------
Invert Elev. = 437.75 ft
Orifice Area = .6000 sq.ft
Orifice Coeff. = 25.000
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: 2:26 PM Date: 10/10/2008

Type.... Outlet Input Data
Name.... WQPS
Page 1.03
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 428.35 ft
Dnstream Invert = 428.00 ft
Horiz. Length = 64.00 ft
Barrel Length = 64.00 ft
Barrel Slope = .00547 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
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
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
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 Tl Elev = 431.82 ft ---> Flow = 42.85 cfs
At T2 Elev = 432.26 ft ---> Flow = 48.97 cfs
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQPS
Page 1.04
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
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
•
C7
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
0
•

Type.... Composite Rating Curve
Name.... WQP5
Page 1.10
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
434.50 -------
.00
434.70 .06
434.90 .12
435.10 .16
435.30 .19
435.50 .22
435.70 .24
435.90 .27
436.10 .29
436.30 .31
436.50 .32
436.70 .34
436.90 .36
437.10 .37
437.30 .39
437.50 .40
437.70 .41
437.75 .42
437.90 3:91
438.10 12.86
438.30 24.93
438.50 39.44
438.70 56.03
438.90 74.48
439.10 94.61
439.30 106.50
439.50 107.69
439.70 108.86
439.90 110.02
440.00 110.60
SIN: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Qutfall
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
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: SI,RI,BA)
SI (no Q: RI,BA)
SI (no Q: RIBA)
SI (no Q: RIBA)
SI (no Q: RIBA)
SI (no Q: RIBA)
SI (no Q: RI,BA)
SI (no Q: RIBA)
SI (no Q: RIBA)
SI (no Q: RI,BA)
SI (no Q: RI,BA)
SI (no Q: RI,BA)
SI (no Q: RI,BA)
SI (no Q: RI,BA)
SI (no Q: RI,BA)
SI (no Q: RIBA)
SI (no Q: RI,BA)
SI (no Q: RIBA)
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
SI,RI,BA
The John R. McAdams Company
Time: 2:26 PM Date: 10/10/2008
HMS * Summary of Results for WQP#5
•
Project : NEW-05042
Start of Run 10OCt08 0000
End of Run 11Oct08 0000
Execution Time l0Oct08 1523
Run Name : 1-Year Post

Computed Results
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Peak Inflow 32.098 (cfs) Date/Time of Peak Inflow 10 Oct 08 1157
Peak Outflow 0.40314 (cfs) Date/Time of Peak Outflow 10 Oct 08 2140
Total Inflow 1.38 (in) Peak Storage 1.2126(ac-ft)
Total Outflow.: 0.34 (in) Peak Elevation 437.56(ft)
0
HMS * Summary of Results for WQP#5
•
Project : NEW-05042
Start of Run 10Oct08 0000
End of Run 11oct08 0000
Execution Time 100ct08 1523
Run Name : 2-Year Post
•
Computed Results
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Peak Inflow 46.392 (cfs) Date/Time of Peak Inflow 10 Oct 08 1205
Peak Outflow 2.2369 (cfs) Date/Time of Peak Outflow 10 Oct 08 1351
Total Inflow 1.86 (in) Peak Storage 1.3225(ac-ft)
Total Outflow 0.78 (in) Peak Elevation 437.80(ft)
0
HMS * Summary of Results for WQP#5
C7
Project : NEW-05042
Start of Run 10oct08 0000
End of Run. llOct08 0000
Execution Time l0Oct08 1523
Run Name : 10-Year Post
•
Computed Results
Basin Model Post-Development
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Peak Inflow 71.518 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 36.332 (cfs) Date/Time of Peak Outflow 10 Oct 08 1212
Total Inflow 3.42 (in) Peak Storage 1.6259(ac-ft)
Total Outflow 2.32 (in) Peak Elevation 438.46(ft)
0
HMS * Summary of Results for WQP#5
Project : NEW-05042 Run Name : 25-Year Post
Start of Run l0Oct08 0000 Basin Model Post-Development
End of Run 1lOct08 0000 Met. Model 25-Year Storm
Execution Time l0Oct08 1524 Control Specs 1-Minute dT
Computed Results
Peak Inflow 86.607 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 63.562 (cfs) Date/Time of Peak Outflow 10 Oct 08 1209
Total Inflow 4.36 (in) Peak Storage 1.7788(ac-ft)
Total Outflow 3.26 (in) Peak Elevation 438.78(ft)
E
C,
HMS * Summary of Results for WQP#5
•
Project : NEW-05042
Start of Run l0Oct08 0000
End of Run 11Oct08 0000
Execution Time 10Oct08 1524
Run Name : 100-Year Post
•
Basin Model Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 109.88 (cfs)
Peak Outflow 94.669 (cfs)
Total Inflow 5.85 (in)
Total Outflow 4.75 (in)
Date/Time of Peak Inflow 10 Oct 08 1204
Date/Time of Peak Outflow 10 Oct 08 1207
Peak Storage 1.9315(ac-£t)
Peak Elevation 439.10(ft)
•
BRIAR CHAPEL SS FXN - WQP#5 (100Yr) J. FINCH, PE
NEW-05042 10/13/2008
Stage - Storage Function
Ks = 14669
b= 1.1444
r?
Zo = 434.5
Elevation Storage 100-Year Worst Case
[feet] [cf] [acre-feet] [cf] [acre-feet]
434.50 0 0.000 -
434.70 2325 0.053 -
434.90 5140 0.118 -
435.10 8176 0.188 -
435.30 11363 0.261
435.50 14669 0.337
435.70 18072 0.415 -
435.90 21559 0.495 - -
436.10 25119 0.577 - -
436.30 28743 0.660 - -
436.50 32426 0.744
436.70 36163 0.830 - , -
436.90 39950 0.917
-
-
437.10 43782
_ 1.005 -
437.30 47657 1.094
-
-
437.50 51572 1.184
437.70 55526 1.275 -
437.75 56520 1.298 0 0.000
437.95 60517 1.389 3998 0.092
438.15 64549 _
_ 1.482 8029 0.184
438.35 68612 1.575 12093 ( 0.278
438.55 72706 1.669 16187 0.372
438.75 76830 1.764 20310 0.466
438.95 80981 1.859 24461 0.562
439.15 85160 1.955 28640 E_ 0.657 v
439.35 89364 2.052 32844 0.754
439.55 93594 2.149 37074 0.851
439.75 97848 2.246 41328 0.949
_ 439.95 102125 2.344 ? 45605 1.047
440.00 103198 2.369 46678 1.072
100-4 "zr C&
PVT-0 G
0
•

•
Type.... Composite Rating Curve
Name.... WQP5(100YR)
Page 1.07
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
437.75 -------
.00
437.95 5.37
438.15 15.18
438.35 27.89
438.55 42.93
438.75 60.00
438.95 78.87
439.15 105.09
439.35 106.29
439.55 107.46
439.75 108.62
439.95 109.77
440.00 110.05
SIN: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
Converge - ----------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall (no Q: RIBA)
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI, BA
Free
Free Outfall
Outfall RIBA
RI,BA ??
Free Outfall RIBA
Free Outfall RI,BA
O
Free
Free Outfall
Outfall RIBA
RI,BA (A
--11
rb
Free Outfall RI,BA !

Free
Outfall
RI,BA 5S
The John R. McAdams Company
Time: 10:53 AM Date: 10/13/2008
HMS * Summary of Results for WQP#5
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 1lOct08 0000
Execution Time 130ct08 1115
Run Name : 100-YrPost(WC)
•
Basin Model Post-Dev(100YrWC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 109.88 (cfs)
Peak Outflow 97.970 (cfs)
Total Inflow 5.85 (in)
Total Outflow 5.84 (in)
Date/Time of Peak Inflow 10 Oct 08 1204
Date/Time of Peak Outflow 10 Oct 08 1207
Peak Storage 0.63120(ac-ft)
Peak Elevation 439.10(ft)
1I '1
u
BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storage Function
•
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
428.0 0.0 ( 4696 ( j
430.0 2.0 6389 5543 11085 11085 1 2
05
432.0 L 4.0
432
4 5
1
5 j 8191
8672 7290
8432 14580
4216 1 25665
1 29881 .
3.86
4
33
. .
-
434.0 -
6.0
6 I 13783 11228 16841 46722 6.07
_
434.5 _ 5 1468 1 _... 14126 - -7063 537851 W' 6.74
C,
Storage vs. Stage
60000 -- - ----- --
50000
y = 4269.5x'.1214
a 40000 R2 = 0.9945
U
30000
a
0
N 20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 4269.5
b = 1.3274
0
BRIAR CHAPEL Forebay J. FINCH, PE
NEW-05042 10/10/2008
•
Stage-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)
-
T28.0 0.0 j 1428
430.0 2.0 2130 1779 1 3558 3558 2.00
432.0 4.0 2901 2516 5031 J 8589 3 98
432.5 4.5 3110 3006 ! 1.503 10092 4.52
•
Storage vs. Stage
12000 - - - - ----
10000
Y = 1463.3x' 2801
LL 8000 R2 = 0.9999
U
m 6000
m
`o
4000
2000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
1s = 1463.3
b = 1.2807
0
BRIAR CHAPEL Volume Check J. FINCH, PE
NEW-05042 10/23/2008
BRIAR CHAPEL - WO POND #5 DESIGN
Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 53785 cf
B. Forebay Volume
Forebay Volume = 10092 cf
Forebay = 19%
Impervious Area = 7.47 acres
Drainage Area = 1' 14.:2 acres
% Impervious = 53.28%
Total Below NP Volume 53785 cf
Surface Area 14468 sf
Average Depth = 3.72 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 3.72 4.0
Lower Boundary => 50.0 2.06
Site % impervious => 53.3 2.17
Upper Boundary => 60.0 -140
Area Required = 11758 sf
Area Provided = 14468 sf YES
1.73
1.93 1.83
2.03
0
BRIAR CHAPEL WQPond#5
NEW-05042
1" RUNOFF VOLUME CALCULATION SHEET
Project Name: Briar Chapel
Checked by: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)

434.5 0.0 ?
114468
436.0 1.5 ?--
16829 15649 23473 23473 1.51
438.0 3.5 + 20163 18496 36992 60465 3.45
440.0 5.5 23757 21960 43920 104385 5.56

Storage vs. Stage
120000
10000° q
y = 14669x1'14'4
LL 80000 R2 = 0.9996
U
rn 60000
r
40000
20000
i
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 14669
b = 1.1444
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the 1 " storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 14.02 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 50893 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.
J. FINCH, PE
10/10/2008
0
r?
?J
BRIAR CHAPEL WQPond#5 J. FINCH, PE
NEW-05042 10/10/2008
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 = 50893 CF
Stage (above invert) associated with this storage = 2.97 feet
Therefore, depth required above normal pool for storm storage = 2.97 feet
35.58 inches
Set crest of principal spillway at stage = 2.97 feet
and EL = 437.47 feet
At principal spillway crest, storm pool storage provided = 50983 CF
•
0
BRIAR CHAPEL - PHASE 4 WQp45 J. FINCH, PE
NEW-05042 10/13/2008
Inverted Siphon Design Sheet
• D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
C,
3 inch
1
14669
1.1444
0.60
434.50 feet
0 cf
434.50 feet
437.47 feet
WSEL
(feet) Vol. Stored
W) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
437.47 50983 0.398
437.21 45961 0.380 0.389 5022 12916
436.96 41007 0.360 0.370 4953 13391
436.70 36128 0.340 0.350 4879 13940
436.44 31331 0.318 0.329 4797 14586
436.18 26626 0.295 0.306 4706 15364
435.93 22023 0.269 0.282 4603 16328
435.67 17539 0.241 0.255 4484 17573
435.41 13196 0.209 0.225 4342 19282
435.15 9030 0.172 0.191 4167 21873
434.90 5098.3 0.123 0.147 3931 26671
Drawdown Time = 199 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 = 1.423 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2" orifice = 0.049 sf
Q= 0.2819 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.09 days
Conclusion : Use 1 - 3" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 1.99 days.
0
BRIAR CHAPEL WATER QUALITY POND #5 - 12" DIP
NEW-05044
1?1
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
J. FINCH, PE
8/24/2006
Anti-Seep Collar Design ==>
WQP h
•
Anti-Seep Collar Design Sheet
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
5 - 12" DIP 54.0 2.03 1.99 25 2.00 I S I ES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used tinder the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
0
BRIAR CHAPEL
NEW-05044
.Input Data ==>
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) =
Trash Rack water displacement =
5.00 feet
5.00 feet
6.00 inches
8.00 inches
6.00 feet
6.00 feet
9.40 feet
142.0 PCF
45.50 inches
8.0 inches
61.74 CF
Concrete Present in Riser Structure ==>
Total amount of concrete:
Adjust for openings:
•
Base of Riser:;-- 24.000 CF
Riser Walls = 103.400 CF
J. FINCH, PE
8/10/2006
Note. 1C Products Jis,,: urit wt. c.f
m::nJa;Je cz:ttcvete at i;> Nt`. .
Opening for barrel = 5.646 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 121.580 CF
Weight of concrete present = 17264 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 121.580 CF
Displacement by open air in riser = 235.000 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riseribarrel structure = 418.320 CF
Weight of water displaced = 26103 lbs
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.15 ? o;
Must add = 12754 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 = 184.264 CF of concrete
Standard based described above = 24.000 CF of concrete
•
Therefore, base design must have = 208.264 CF of concrete
1 OF 2
BRIAR CHAPEL
NEW-05044
• Calculate size of base for riser assembly =_>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 31.0 inches
Concrete Present = 209.250 CF OK
Check validity of base as designed =_>
Total Water Displaced = 603.570 CF
Total Concrete Present = 306.830 CF
Total Water Displaced = 37663 lbs
Total Concrete Present = 43570 lbs
Actual safetyfactor = 1.16 OK
Results of design =>

•
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 31.00 inches
CY of concrete total in base = 7.75 CY
Concrete unit weight in added base >= 142 PCF
J. FINCH, PE
8/10/2006
2OF2
BRIAR CHAPEL
NEW-05044
• 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 : 36.33 Flow depth (ft) = 1.91
slope S in % : 0.547 Outlet velocity (fps) = 7.640
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) 7.64
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
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3.0' + 18'
= 21.0 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
18'L x 21'W x 22" THK
J. FINCH, PE
10/13/08
0
•
WATER QUALITY POND #6 FINAL DESIGN
CALCULATIONS
•
•
BRIAR CHAPEL - PHASE 4
NEW-05042
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BRIAR CHAPEL WQP#6 J. FINCH, PE
NEW-05042 10/10/2008
•
C7
Stage-Storage Function
Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)

451.0 0.0 12334
452.0 1.0 13 756 13045 13045 13045 1.01
454.0 3.0 16861 15309 30617 43662 2.94
456.0 5.0 20175 18518 37036 80698 5.07
Storage vs. Stage
90000 -- ---
80000
70000 y = 12951 x11271
LL 60000 R2 = 0.9995
U
50000
2 40000
N 30000
20000
10000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks= 12951
b = 1.1271
9
BRIAR CHAPEL SS FXN - WQP#6 J. FINCH, PE
NEW-05042 10/10/2008
Stage - Storage Function
Ks= 12951
b= 1.1271
Zo = 451

Elevation Storage
[feet] [cf] [acre-fe
451.00 0 0.000
451.20 2111 0.048
451.40 4611 0.106
451.60 7282 0.167
451.80 10071 0.231
452.00 12951 0.297
452.20 15906 0.365
452.40 18924 0.434
452.60 21997 0.505
452.80 25120 0.577
453.00 28287 0.649
453.20 31495 0.723
453.40 34741 0.798
453.60 38021 0.873
453.80 41333 0.949
454.00 44675 1.026
454.20 48046 1.103
454.40 51444 1.181
454.60 54867 1.260
454.80 58315 1.339
455.00 61785 1.418
•
455.20 65278 1.499
455.40 68792 1.579
455.60 72327 1.660
455.80 75881 1.742
456.00 79453 1.824
?J
Type.... Outlet Input Data Page 1.01
Name.... WQP6
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
• Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 451.00 ft
Increment = .20 ft
Max. Elev.= 456.00 ft
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
Orifice-Circular SI ---> TW 451.000 456.000
Inlet Box RI --->' BA 454.000 456.000
Culvert-Circular BA ---> TW 448.250 456.000
TW SETUP, DS Channel
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP6
Page 1.02
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 451.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of Openings -------------
= 1 ------
Invert Elev. = 454.00 ft
Orifice Area = .6000 sq.ft
Orifice Coeff. = 25.000
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
r ?
L
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
•
Type.... Outlet Input Data
Name.... WQP6
Page 1.03
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 448.25 ft
Dnstream Invert = 448.00 ft
Horiz. Length = 48.00 ft
Barrel Length = 48.00 ft
Barrel Slope = .00521 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
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
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
E
u
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 = 451.72 ft ---> Flow = 42.85 cfs
At T2 Elev = 452.16 ft ---> Flow = 48.97 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
u
Type.... Outlet Input Data
Name.....WQP6
Page 1.04
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
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
•
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Vex. 8.0058 Time: 2:26 PM Date: 10/10/2008
Type.... Composite Rating Curve Page 1.10
Name.... WQP6
File.... X:\Projects\NEW\NEW-0504 2\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
• Project Comments:
***** COMPOSITE OU TFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Conver ge
-----------
--------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-
---
-------------------
--------
451.00 -------
.00 -------- -----
Free Outfall --
-
(no Q: SI,RI,BA)
451.20 .04 Free Outfall SI (no Q: RI,BA)"
451.40 .06 Free Outfall SI (no Q: RIBA)
451.60 .08 Free Outfall SI (no Q: RIBA)
451.80 .09 Free Outfall SI (no Q: RI,BA)
452.00 .10 Free Outfall SI (no Q: RI,BA)
452.20 .11 Free Outfall SI (no Q: RI,BA)
452.40 .12 Free Outfall SI (no Q: RI,BA)
452.60 .13 Free Outfall SI (no Q: RI,BA)
452.80 .14 Free Outfall SI (no Q: RI,BA)
453.00 .15 Free Outfall SI (no Q: RI,BA)
453.20 .15 Free Outfall SI (no Q: RI,BA)
453.40 .16 Free Outfall SI (no Q: RIBA)
453.60 .17 Free.Outfall SI (no Q: RI,BA)
453.80 .17 Free Outfall SI (no Q: RIBA)
454.00 .18 Free Outfall SI (no Q: RI,BA)
454.20 5.55 Free Outfall SI,RI,BA
454.40 15.37 Free Outfall SI,RI,BA
454.60 28.08 Free Outfall SI,RI,BA
454.80 43.13 Free Outfall SI,RI,BA
455.00 60.21 Free Outfall SI,RI,BA
455.20 79.09 Free Outfall SI,RI,BA
455.40 80.61 Free Outfall SI,RI,BA
455.60 82.16 Free Outfall SI,RI,BA
• 455.80 83.69 Free Outfall SI,RI,BA
456.00 85.18 Free Outfall SI,RI,BA
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:26 PM Date: 10/10/2008
HMS * Summary of Results for WQP#6
?/1 11J
u
Project : NEW-05042
Start of Run 10Oct08 0000
End of Run llOct08 0000
Execution Time : 10Oct08 1602
Run Name : 1-Year Post
•
Computed Results
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Peak Inflow 30.036 (cfs) Date/Time of Peak Inflow 10 Oct 08 1156
Peak Outflow : 1.1097 (cfs) Date/Time of Peak Outflow 10 Oct 08 1345
Total Inflow 1.82 (in) Peak Storage 1.0393(ac-ft)
Total Outflow 0.59 (in) Peak Elevation 454.03(ft)
0
HMS * Summary of Results for WQP#6
1, 1J
u
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 100ct08 1603
Run Name : 2-Year Post
is
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 41.733 (cfs)
Peak Outflow 6.1305 (cfs)
Total Inflow 2.36 (in)
Total Outflow 1.13 (in)
Date/Time of Peak Inflow 10 Oct 08 1204
Date/Time of Peak Outflow 10 Oct 08 1226
Peak Storage 1.1076(ac-ft)
Peak Elevation 454.21(ft)
0
HMS * Summary of Results for WQP#6
Project : NEW-05042 Run Name : 10-Year Post
u
Start of Run
End of Run
Execution Time
100ct08 0000 Basin Model Post-Development
llOct08 0000 Met. Model 10-Year Storm
100ct08 1603 Control Specs 1-Minute dT
•
Computed Results
Peak Inflow 59.022 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 41.226 (cfs) Date/Time of Peak Outflow 10 Oct 08 1209
Total Inflow 4.03 (in) Peak Storage 1.3290(ac-ft)
Total Outflow 2.80 (in) Peak Elevation 454.77(ft)
L'
HMS * Summary of Results for WQP#6
Project : NEW-05042 Run Name : 25-Year Post
Start of Run 100ct08 0000 Basin Model Post-Development
End of Run 11Oct08 0000 Met. Model 25-Year Storm
Execution Time 100ct08 1603 Control Specs 1-Minute dT
Computed Results
Peak Inflow 69.471 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 58.728 (cfs) Date/Time of Peak Outflow 10 Oct 08 1207
Total Inflow 5.02 (in) Peak Storage 1.4111(ac-ft)
Total Outflow 3.79 (in) Peak Elevation 454.98(ft)
•
0
HMS * Summary of Results for WQP#6
Project : NEW-05042 Run Name : 100-Year Post
Start of Run l000t08 0000 Basin Model Post-Development
End of Run 11Oct08 0000 Met. Model 100-Year Storm
Execution Time l0Oct08 1603 Control Specs 1-Minute dT
Computed Results
Peak Inflow 85.609 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 75.929 (cfs) Date/Time of Peak Outflow 10 Oct 08 1207
Total Inflow 6.56 (in) Peak Storage 1.4854(ac-ft)
Total Outflow 5.33 (in) Peak Elevation 455.17(ft)
•
0
BRIAR CHAPEL SS FXN - WQP#6 (100Yr) J. FINCH, PE
NEW-05042 10/13/2008
•
0
Stage - Storage Function
Ks = 12951
b = 1.1271
Zo = 451
Elevation Storage 100-Year Worst Case
[feet] [cf] [acre-feet] [cf] [acre-feet]
451.00 0 0.000 - -
451.20 2111 0.048 - -
451.40 4611 0.106 - -
451.60 7282 0.167 - -
451.80 10071 0.231 - -
452.00 12951 0.297 -
452.20 15906 0.365 -
452.40 18924 0.434 - -
452.60 21997 0.505 - -
452.80 25120 0.577 -
453.00 28287 0.649 -
453.20 31495 0.723 -
453.40 34741 0.798 ( - -
453.60 38021 0.873 - -
453.80 41333 0.949 -
454.00 44675 1.026 0 0.000
454.20 48046 1.103 3371 0.077
454.40 51444 1.181 6769 0.155
454.60 54867 1.260 10192 0.234
- 454.80 58315 1.339 13639 0.313
455.00 61785 1.418 17110 0.393
455.20 65278 1.499 20603 0.473
455.40 68792 1.579 24117 0.554
455.60 72327
_ 1.660 27651 0.635
455.80 75881
_ 1.742 31205 0.716 -
456.00 79453 1.824 34778 1 0.798
joLje% t uANM esgE
OA.T 0 G
r
J
•
Type.... Composite Rating Curve
Name.... WQP6(100YR)
Page 1.07
File.... X:\Projects\NEW\NEW-05042\Storm\Construction Drawings\SWMFDESIGN.PPW
Title... Project Date: 7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****

•
WS Elev, Total Q Notes
--- -- ------ -- Converge ----------------------- --
Elev. Q TW El ev Error
ft
- cfs %
ft +/-ft Contributing Structures
-------
454.00 -------
.00 ------
Free -- -----
Outfall ------------------------
(no Q: RIBA) --
454.20 5.37 Free Outfall RI,BA
454.40 15.18 Free Outfall RIBA
454.60
454.80 27.89
42.93 Free
Free Outfall
Outfall RI,BA
RI,BA
ud}?
455.00
455.20 60.00
78.87 Free
Free Outfall
Outfall RI,BA
RIBA ,L
0
455.40 80.39 Free Outfall RI,BA
455.60 81.93 Free Outfall RI,BA .0
455.80 83.46 Free Outfall RI,BA P
456.00 84.95 Free Outfall RIBA
S/N: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 10:54 AM Date: 10/13/2008
HMS * Summary of Results for WQP#6
•
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 130ct08 1115
Run Name : 100-YrPost(WC)
•
Basin Model Post-Dev(100YrWC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 85.609 (cfs)
Peak Outflow 76.021 (cfs)
Total Inflow 6.56 (in)
Total Outflow 6.55 (in)
Date/Time of Peak Inflow 10 Oct 08 1204
Date/Time of Peak Outflow 10 Oct 08 1207
Peak Storage 0.46092(ac-ft)
Peak Elevation 455.17(ft)
u
BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storai
Project Name:
Designed By:
Job Number:
Date:
Te Function
Briar Chapel
J. Finch, PE
NEW-05042
10/10/2008
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)

444.0
i 0.0 ; 2551
_
_.
446.0
448
0 2 0 3954
5650
4
0 3253
4802 1 6505
9604 6505
16109 -- 2.06
86
r-1
. . _ 22204 .
8
449.0 5.0 { 6539 6095 6095
450.0 6.0 9426 7983 _ 7983 30186 5.96
451.0 7.0 12334 1 10880 p 10880 1 41066 f 7.38
•
Storage vs. Stage
45000
40000
35000 y = 2303.9x1.441
LL 30000 RZ = 0.9934
25000
rn
c 20000
15000
10000
5000
i
0
0.0 2.0 4.0 6.0 8.0
Stage (feet)
Ks = 2303.9
b = 1.441
0
BRIAR CHAPEL Forebay J. FINCH, PE
NEW-05042 10/10/2008
Stage-Storal
Project Name:
Designed By:
Job Number:
Date:
re Function
Briar Chapel
J. Finch, PE
NEW-05042
10/10/2008
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
444.0 0.0 621 ; i
446.0 2.0 1212 s 917 1833 1833 2 01
.__._ _ .
024 . -'
448.0 4.0 1979 1 1596 3191 1 50_24 3.95
449.0 5.02426 2203 i 2203 -? 7227 ?5.05
•
Storage vs. Stage
8000 - -
7000
y = 651.05x1487
6000
R2 = 0.9995
V 5000
4000
y 3000
2000
1000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 651.05
b = 1.487
0
BRIAR CHAPEL Volume Check J. FINCH, PE
NEW-05042 10/23/2008
BRIAR CHAPEL - WO POND #6 DESIGN
1L. FORE$AY?ULUM? ?HECIf ,
Per NCDENR "Stormwater Best Management Practices", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 41066 cf
B. Forebay Volume
Forebay Volume = 7227 cf
Forebay = 18%
Impervious Area acres
Drainage Area acres
•
% Impervious = 66.07%
Total Below NP Volume 41066 cf
Surface Area 12334 sf
Average Depth = 3.33 ft
__> From the NCDENR Stormwater BW Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
Lower Boundary => 60.0
Site % impervious => 66.1
Upper Boundary => 70.0
Area Required = 11186 sf
Area Provided = 12334 sf
OK
3.0 3.33 4.0
2.-40 2.03
2.69 Z55 2.25
2.88 2.40
0
BRIAR CHAPEL WQPond#6 J. FINCH, PE
NEW-05042 10/10/2008
•
L`
1" RUNOFF VOLUME CALCULATION SHEET
Project Name: Briar Chapel
Checked by: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
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)

451.0 0.0 12334
452.0 1.0 13 756 13045 13045
mm 13045 1.01
454.0 3.0 16861 15309 30617 43662 2.94
456.0 5.0 20175 18518 37036 80698 5.07
Storage vs. Stage
90000
80000 - -
70000 y = 12951x'.1271
9995
R2 = 0
60000 .
LL

50000
m
40000
0
N 30000
20000
10000

0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks= 12951
b = 1.1271
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the 1" storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 10.08 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 36590 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.
0
BRIAR CHAPEL WQPond#6 J. FINCH, PE
NEW-05042 10/10/2008
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 = 36590 CF
Stage (above invert) associated with this storage = 2.51 feet
Therefore, depth required above normal pool for storm storage = 2.51 feet
30.16 inches
Set crest of principal spillway at stage = 2.52 feet
and EL = 453.52 feet
At principal spillway crest, storm pool storage provided = 36705 CF
E

BRIAR CHAPEL - PHASE 4 WQP#6 J. FINCH, PE
NEW-05042 10/13/2008
Inverted Siphon Design Sheet
• D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @, 1" Runoff Volume =

2 inch
1
12951
1.1271
0.60
451.00 feet
0 cf
451.00 feet
453.52 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
453.52 36705 0.164
453.30 33125 0.156 0.160 3580 22384
453.08 29588 0.148 0.152 3537 23238
452.86 26098 0.140 0.144 3490 24225
452.64 22660 0.131 0.135 3438 25387
452.42 19280 0.121 0.126 3380 26785
452.20 15966 0.111 0.116 3314 28516
451.98 12728 0.100 0.105 3238 30749
451.77 9581 0.087 0.093 3147 33802
451.55 6548 0.071 0.079 3033 38400
451.33 3670.5 0.052 0.062 2878 46763
Drawdown Time = 3.48 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 = 1.218 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2" orifice = 0.022 sf
Q= 0.1159 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.66 days
Conclusion : Use 1 - 2" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 3.48 days.
0
BRIAR CHAPEL WATER QUALITY POND #6 - 12" DIP
NEW-05044
• Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
J. FINCH, PE
8/23/2006
Anti-Seep Collar Design ==>
WQP t
•
Flow Length Min. Cale'd # Max. # of tine
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
`6 - 12" DIP 50.0 1.88 1.99 25 2.00 16.66661 YES
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
0
BRIAR CHAPEL
NEW-05044
.Input Data =_>
Square Riser/Barrel Anti-Flotation Calculation Sheet
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 = 5.75 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 45.50 inches
Size of drain pipe (if present) = 8.0 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 = 63.250 CF
J. FINCH, PE
8/23/2006
Note. \C F:oducts 3ist_ uric w', of
n;;:nhoJc cx:ne ete at i 42 Opening for barrel = 5.646 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 81.430 CF
Weight of concrete present = 11563 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 81.430 CF
Displacement by open air in riser = 143.750 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel structure = 286.920 CF
Weight of water displaced = 17904 lbs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (n-,w`rnnj,,^.i: _..S"); It giw-o
Must add = 9026 lbs concrete for buoyancy
•
Adjust for openings:
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 = 130.406 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 154.406 CF of concrete
1 OF 2
BRIAR CHAPEL
NEW-05044
• Calculate size of base for riser assembly ==>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 23.0 inches
Concrete Present = 155.000 CF
Check validity of base as designed ==>
OK.
Total Water Displaced = 417.920 CF
Total Concrete Present = 212.430 CF
Total Water Displaced = 26078 lbs
Total Concrete Present = 30165 lbs
Actual safetyfactor = 1.16
Results of design ==>
•
•
OK
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 23.0 inches
CY of concrete total in base = 5.74 CY
Concrete unit weight in added base >= 142 PCF
J. FINCH, PE
8/23/2006
2OF2
BRIAR CHAPEL
NEW-05044
•
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 : 41.749 Flow depth (ft) = 2.16
slope.S in % : 0.521 Outlet velocity (fps) = 7.670
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) 7.67
Apron length (ft) 18.00
B. IHNATOLYA, EI
9/21/07
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
>>6 B 22«
13 B or 1 22
23 2 .27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3.0' + 18'
=21.0 ft
CONCLUSION:
USE NCDOT CLASS W RIP RAP
18'L x 21'W x 22" THK
0