20040544 Ver 2_Stormwater Plans_20090317

D?V! T""'O' "111 OWMATERR ERANQ4
WITHERS ? RAVEN EL
STORMWATER MANAGEMENT
REPORT
River Run, Phases 4 & 5
Raleigh, North Carolina
Prepared For.
John Weiland Homes
ioi-A Quail Fields Court
Morrisville, NC 2756o
Attn : Justin Patsey
Prepared By:
WITHERS & RAVENEL, INC
iii MacKenan Drive
Cary, North Carolina 27521
January 2009
W&R Project No. 02oo8o688.o1
PRELIMINARY C07Y
FOR REVIEW PURPOSES 0i11-Y^T
INFORMA'?TI`OiN H'_R , IS
TO REVV'.1-)N AND N'11 'Y E
QUOTED OR OIHEi•:
INTRODUCTION
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
0 The proposed 14.55-acre residential development is located approximately 1/2 mile east of the
intersection of Falls of the Neuse Road and Falls Management Center Road. This development is
subject to the North Carolina Division of Water Quality Neuse River Basin rules for stormwater
management. The development is also subject to the stormwater management ordinances of the
City of Raleigh. The purpose of this report is to demonstrate the site's proposed compliance with
these stormwater regulations.
0 The on-site soils consist of Appling, Louisburg, and Wake-Wateree series soils. Appling and
Louisburg series soils comprise about half of the proposed development site and have a hydrologic
• soil group (HSG) classification of "B". The remaining soil is Wake-Wateree with an HSG
classification of "D". Based on the soil types and land uses at this development site, composite
curve numbers (CN) were developed for the various drainage areas. A soils map of the site can be
• found in the Background section of this report.
• STORMWATER MANAGEMENT REQUIREMENTS
• Because the proposed development is within the Neuse River Basin, the site must meet the
requirements relating to the Neuse River Basin rules. To meet these requirements the Nitrogen
export from the site must be calculated and reduced to less than 10.0 lbs/ac/yr using Best
• Management Practices (BMP). Once it is demonstrated that this can be achieved, a buy down
payment can be made to the North Carolina Ecosystem Enhancement Program to offset the nitrogen
export to the 3.60 lbs/ac/yr target level.
The site must also meet peak attenuation requirements according to the City of Raleigh stormwater
management ordinance. This ordinance requires that the post-development peak flowrates
associated with the 2- and 1o-year return period storm events be reduced to the predevelopment
• peak flowrates or below for the same storm events. A site is exempt from this requirement if the
unattenuated post-development 2- and 1o-year peak flowrates are no more than 10% greater than
the predevelopment 2- and 1o-year peak flowrates. It must also be shown that the loo-year storm
• event does not overtop the proposed BMPs or inundate any proposed structures.
These requirements will be met with use of three underground sand filters. Each BMP provides 35 %
removal of Total Nitrogen. All runoff from the proposed site, including runoff from the areas that
• bypass the BMPs, was considered in the quality calculations. The quantity calculations were based
upon the drainage area contributing to most downstream point, within the site boundary, of the
existing watercourse that runs along the northern border of the development site.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by Wake
County LIDAR topography (1-ft contours) and existing field surveys. Proposed drainage areas were
based on field survey data and proposed site development.
• River Run Phases 4 & 5 W&R Project 2080688.01
Stormwater Management Report January 2009
•
0
RIVER RUN PHASES 4 & 5
• STORMWATER MANAGEMENT REPORT
• RALEIGH, NORTH CAROLINA
The scope of work included the following analyses:
Hydrology
• ? Simulation of the 2-year, to-year, and loo-year rainfall events for the Raleigh, NC area
? Formulation of the 2-year, io-year, and ioo-year flood hydrographs for the pre- and post-
development drainage areas
Hydraulic
? Routing the 2-year, io-year, and ioo-year flood hydrographs for predevelopment runoff
• from the site.
? Routing the 2-year, io-year, and soo-year flood hydrographs for post-development runoff
from the site without attenuation.
• ? Routing the 2-year, to-year, and ioo-year flood hydrographs for post-development runoff
• through the proposed stormwater structures.
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
• requires the development of a stage-storage and stage-discharge function for the proposed BMPs.
The rainfall/runoff hydrographs, stage-storage, and stage-discharge functions have been compiled
to create a computer routing simulation model using Haestad Methods PondPack v1o.o software.
• This PondPack model was then used to assess the peak water surface elevations in each BMP for
the design rainfall events. The outflow from each BMP was then combined at junctions within the
model to obtain the system peak flowrate.
• Also, the unattenuated post-development peak flowrate was compared to the predevelopment peak
flowrate at the most downstream point, within the site boundary, of the existing watercourse that
runs along the northern border of the development site. The PondPack modeling results are
• provided as appendices to this report.
HYDROLOGY
The SCS Method in conjunction with NOAA Atlas 14 rainfall data for Raleigh-Durham International
Airport was used to develop runoff hydrographs for the 2-year, to-year, and loo-year storm events.
This method requires three basic parameters: a curve number (CN), time of concentration (Q, and
• drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
• Survey of Wake County, North Carolina (November 1970). The curve numbers used in this study are
listed in the appendix of this report.
Times of concentration for the predevelopment condition and the post-development offsite
contributing drainage area were calculated utilizing the Kirpich Method. Time of concentration for
the onsite post-development drainage areas was assumed to be 5 minutes due to the small size of
the drainage areas.
. HYDRAULICS
• Computer simulated reservoir routing of the 2-year, 1o-year, and loo-year design storms utilized
stage-storage and stage-discharge functions. Stage-storage functions were derived from the
proposed geometry of the BMPs. A non-linear regression relation for surface area versus elevation
was derived for each BMP. This relation estimates the incremental volume of the basins to the stage
• River Run Phases 4 & 5 W&R Project 2080688.oi
• Stormwater Management Report January 2009
r1
U
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
• RALEIGH, NORTH CAROLINA
or elevation of the BMPs. Stage-discharge functions were developed to size the proposed outlet for
• each BMP.
• NITROGEN EXPORT
• The Nitrogen export was calculated using Method 2 from the NC DWQ's methodologies for
computing nitrogen loading for residential, commercial, and industrial developments when the
entire footprint of the roads, parking lots, and buildings can be determined. The worksheet used to
• calculate the nitrogen export loading rate can be found in the appendices.
CONCLUSIONS
Based upon the hydrologic analysis, the post-development 2- and io-year peak flowrates are less
than so % greater than the predevelopment peak flowrates for the same storm events; therefore, the
proposed development is not required to attenuate the post-development peak flowrates generated
• by the 2-year, and io-year storm events to predevelopment levels. Furthermore, each BMP has
sufficient storage to safely pass the ioo-year storm event without overtopping or inundating the
proposed structures.
Each BMP was designed to store and treat the water quality volume (runoff associated with the first
1" of rainfall, also known as the WQv) generated by the contributing drainage areas. The outlets of
• each BMP were designed to discharge the WQv over 2 to 5 days to meet water quality guidelines.
Because the runoff resulting from the first 1" of rainfall is being discharged over 2-5 days, a 35%
Nitrogen reduction credit was taken for the areas draining through the either BMP as per the NC
• DWQ Stormwater Best Management Practices Manual. The BMP treatment resulted in bringing the
Nitrogen export down to 5.o8 lbs/ac/yr. A buy down payment of $18,259.38 will be required to
reduce the post-development Nitrogen export to 3.6o lbs/ac/yr.
• River Run Phases 4 & 5 W&R Project 2o8o688.oi
• Stormwater Management Report January 2009
•
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
DESIGN SUMMARY
SAND FILTER#1
DRAINAGE AREA= 2.09 ACRES
PERCENT IMPERVIOUS AREA = 55 %
• Max. Storage elevation
• 24" RCP Outlet Barrel invert
• N.P./Top of Sand
• Max. Head on Filter
• Min. Sand Depth
• Filter Chamber
• Sediment Chamber
• Total Chamber
SAND FILTER #2
DRAINAGE AREA =1.13 ACRES
PERCENT IMPERVIOUS AREA = 73 %
• Max. Storage elevation
• 18" RCP Outlet Barrel invert
• N.P./Top of Sand
• Max. Head on Filter
• Min. Sand Depth
• Filter Chamber
• Sediment Chamber
• Total Chamber
SAND FILTER #3
DRAINAGE AREA = 2.42 ACRES
PERCENT IMPERVIOUS AREA = 57 %
• Max. Storage elevation
• 24" RCP Outlet Barrel invert
• N.P./Top of Sand
• Max. Head on Filter
• Min. Sand Depth
• Filter Chamber
• Sediment Chamber
• Total Chamber
= 274.00'
= 271.50'
= 267.00'
= 4.50'
=1.50' in filter chamber
= 6oo sf
= 300 sf
= goo sf
= 256.50'
= 254.50'
= 251.00'
= 3.50'
=1.50' in filter chamber
= 450 sf
= 250 sf
= 700 sf
= 254.50'
= 252.00'
= 249.00'
= 3.00'
=1.50' in filter chamber
= 950 sf
= 350 sf
=1,300 sf
River Run Phases 4 & 5 W&R Project 2o8o688.oi
Stormwater Management Report January 2009
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
PERFORMANCE SUMMARY
PRE/POST PEAK FLOWRATE ANALYSIS
Storm Event Predevelopment Peak
Flow Post-development Peak
Flow Percent Increase (must
be less than 10%)
Return cfs cfs %
2-yr 135.42 144.78 6.9%
10-yr 286.24 294.76 3.0%
100-yr 492.67 500.33 1.6 %
100-YR PEAK WATER SURFACE ELEVATIONS
BMP 100-yr Peak WSE Top of BMP Freeboard
ft ft ft
SF #1 273.67 274.00 0.33
SF #2 256.31 256.50 0.19
SF #3 354.39 254.50 0.11
NITROGEN LOADING
Total Area:
Estimated Project Pre-BMP TN Export:
Estimated Project BMP TN Removal:
Estimated Project TN Load Rate After BMPs:
Estimated Project Composite Nitrogen Loading Rate
Reduction:
Estimated Project Buy Down:
River Run Phases 4 & 5
Stormwater Management Report
14.55 Acres
99.17 lbs/yr
25.43 lbs/yr
5.08 lbs/ac/yr
25.62 %
$18,259.38
W&R Project 2o8o688.oi
January 2009
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
BACKGROUND INFORMATION
River Run Phases 4 & 5 W&R Project 2080688.oi
Stormwater Management Report January 2009
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Nydrokpic Soil GmMD-wake County, NoM Carolina
Hydrologic Soil Group
NyireieNe Soil &*VP-• summary by Yp "- alike CWMV. Nato Cuomo
r.N wal "W" &UP go name Roll" Agree M ACM PWUM of AOI
AgC Apptog gravely sandy town, 6 to 10
Promt slopes B 0.5 3.5%
AgC2 Anft gravely sandy town, 6 to 10
perow.. slopes, moderately eroded ® 2.2 16.0%
ApD Appwy sandy loam, 10 to 15 percent
elopes ® 0.7 4.8%
Lob LOA" foamy sword, 2 to 6 percent
Owes 0 0.7 5.1%
LoC LouWxxg loamy sand, 6 to 10 percent
don ® 1 A 10.4%
LoD Louis" loamy sand, 10 to 15
P ® 1.2 8.9%
w Walor 0.2 1.7%
ME Wake-watone complex, 10 to 25
ww" mss, wry ?o&y D 6.8 49.7%
Teals for Maw of mwm 13.7 100.0%
USDA Naft" Rgg"W ee Web soil &xvey 2.1 1/20/2009
doem Conservation SoMee National Cooperel ve Soil Survey Pape 3 of 4
Hydrologic Sol Group-Wake County, Norlh Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, B/D, and C/D). The groups are defined as follows:
Group A. Sells having a high infiitiaation rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
• gravely sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
sods pat have moderately fine texture to moderately coarse texture. These soils
• have a moderate rate of water transmission.
Group C. Soils having a slow infilnation rate when thoroughly wet. These consist
• chiefly of soils having a layer that impedes the downward movement of water or
sods of moderately fine texture or tine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
• potential, sods that have a high water table, soils that have a claypen or day layer
at or now the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or C/D), the first letter is
for drained areas and the second is for undraM ed areas. Only the sods that in their
natural condition are in group Dare assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Sped
Twbreak Rule: Lower
USDA Naadual R"MWrws Web Sol Survey 2.1 M012009
.m- ce"eervadee service Nebo" Coope?abw Sol Survey Page 4 of 4
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
BMP SIZING
CALCULATIONS
River Run Phases 4 & 5 W&R Project 2o8o688.oi
Stormwater Management Report January 2009
Sand Filter #1 Sizing
Project Name: River Run
City/State: Raleigh, NC
Sand Filter #1
1. Water Quality Volume (Schueler's Simple Method)
Drainage Area to Sand Filter = 2.09
Impervious Area to Sand Filter = 1.14
Impervious Percentage = 55%
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I - Percent impervious
Rv = 0.54 in./in.
Total runoff volume from water quality storm
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
Project #: 2080688
Date: 21-Jan-09
Design Rainfall - 1 inches
WQV = 0.094 ac: ft. Used to size the surface areas of sediment
4104 ft3 chamber and sand filter.
WQVadi = 0.071 ac: ft. Used as the volume that must be contained
3078 ft3 between sediment chamber and sand filter
(above sand).
2. Maximum Head on the Sand Filter and the Sedimentation Basin
hMaxFilter = WQVadj(ft3)/IAS(ft2)+Af(ft)]
AS - Surface area of Sediment Basin
Af = Surface area of Sand Filter
Sediment Basin Surface Area
AS = - (Qdw) x In(1-E)
Qo - Average rate of outflow
0.05 ft 3/sec
w - Settling velocity of particle
0.0004 ft/s (20 micron particle) sugested
E - Trap Efficeiency of chamber
0.9 sugested
AS = 273 ft2 (minimum surface area)
Sand Filter Surface Area
Af = (WQV*df)/(k*d*(ha+df))
df = Dept of the sand Filter bed (minimum of 1.5)
1.5 ft
k = Coefficeient of permeability for the sand filter bed
3.5 ft/day (suggested)
Sand Filter #1 Sizing
t = Time required to drain the WQV thourgh the sand filter bed
1.66 day (requirement)
hMaxFilter = Maximum Head on Filter
4.5 ft (design input)
Af = 283 ftZ
Constraint (WQV must be contained in Sediment Basin/Sand Filter)
[As+Af] X hMaxFilter > WQV
3. Minimize Sediment Basin Surface Area with respect to a specified h value
AS = 273 (held at minimum value)
Af = 410.5395 (allowed to adjust subject to minimum value of Af)
Greater than minimum Af, Design meets criteria
Required Surface Area - 684 sf
Provided - 900 sf
Design meets criteria
Final Surface Area Provided - 900 sf
Sand Filter #2 Sizing
Project Name: River Run
City/State: Raleigh, NC
Sand Filter #2
1. Water Quality Volume (Schueler's Simple Method)
Drainage Area to Sand Filter - 1.13
Impervious Area to Sand Filter = 0.82
Impervious Percentage = 73%
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.70 in./in.
Total runoff volume from water quality storm
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
Project #: 2080688
Date: 21-Jan-09
Design Rainfall - 1 inches
WQV = 0.066 ac: ft. Used to size the surface areas of sediment
2884 ft3 chamber and sand filter.
WQVadi = 0.050 ac: ft. Used as the volume that must be contained
2163 ft3 between sediment chamber and sand filter
(above sand).
2. Maximum Head on the Sand Filter and the Sedimentation Basin
hMaxFilter - WQVad;(ft3)/[AS(ft2)+Agftz)]
AS - Surface area of Sediment Basin
Af = Surface area of Sand Filter
Sediment Basin Surface Area
AS = - (Qdw) x In(1-E)
Qo = Average rate of outflow
0.03 ft3/sec
w - Settling velocity of particle
0.0004 ft/s (20 micron particle) sugested
E - Trap Efficeiency of chamber
0.9 sugested
A, = 192 ft2 (minimum surface area)
Sand Filter Surface Area
Af - (WQV*df)/(k*d*(ha+df))
df = Dept of the sand Filter bed (minimum of 1.5)
1.5 ft
k = Coefficeient of permeability for the sand filter bed
3.5 ft/day (suggested)
Sand Filter #2 Sizing
t - Time required to drain the WQV thourgh the sand filter bed
1.66 day (requirement)
hMaxFilter - Maximum Head on Filter
3.5 ft (design input)
Af = 229 ft2
Constraint (WQV must be contained in Sediment Basin/Sand Filter)
[AS+AfJ x hMaxFilter >WQV
3. Minimize Sediment Basin Surface Area with respect to a specified h value
AS - 192 (held at minimum value)
Af - 425.8566 (allowed to adjust subject to minimum value of A)
Greater than minimum Af, Design meets criteria
Required Surface Area - 618 sf
Provided - 700 sf
Design meets criteria
Final Surface Area Provided - 700 sf (3' X 40' box culvert + 7' X 40' box culvert)
Sand Filter #3 Sizing
Project Name: River Run
City/State: Raleigh, NC
Sand Filter #3
1. Water Quality Volume (Schueler's Simple Method)
Drainage Area to Sand Filter - 2.42
Impervious Area to Sand Filter = 1.39
Impervious Percentage - 57%
Rv = 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I = Percent impervious
Rv - 0.57 in./in.
Total runoff volume from water quality storm
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
Project #: 2080688
Date: 21-)an-09
Design Rainfall _ 1 inches
WQV = 0.114 ac: ft. Used to size the surface areas of sediment
4980 ft3 chamber and sand filter.
WQVadi = 0.086 ac: ft. Used as the volume that must be contained
3735 ft3 between sediment chamber and sand filter
(above sand).
2. Maximum Head on the Sand Filter and the Sedimentation Basin
hMaxFilter - WQVad;(ft3)/[AS(fts)+Af(ft)]
AS - Surface area of Sediment Basin
Af - Surface area of Sand Filter
Sediment Basin Surface Area
As - - (Qo/w) x In(1-E)
Qo - Average rate of outflow
0.06 ft 3/sec
w - Settling velocity of particle
0.0004 ft/s (20 micron particle) sugested
E - Trap Efficeiency of chamber
0.9 sugested
AS = 332 ft2 (minimum surface area)
Sand Filter Surface Area
Af = (WQV*df)/(k*d*(ha+df))
df = Dept of the sand Filter bed (minimum of 1.5)
1.5 ft
k = Coefficeient of permeability for the sand filter bed
3.5 ft/day (suggested)
Sand Filter #3 Sizing
t - Time required to drain the WQV thourgh the sand filter bed
1.66 day (requirement)
hMaxFilter = Maximum Head on Filter
3 ft (design input)
Af = 429 ft2
Constraint (WQV must be contained in Sediment Basin/Sand Filter)
[AS+AJ x hMaxhlter > WQV
3. Minimize Sediment Basin Surface Area with respect to a specified h value
N = 332 (held at minimum value)
Af - 913.2699 (allowed to adjust subject to minimum value of Af)
Greater than minimum Af, Design meets criteria
Required Surface Area - 1245 sf
Provided = 1300 sf
Design meets criteria
Final Surface Area Provided - 1300 sf
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
NITROGEN LOADING
CALCULATIONS
River Run Phases 4 & 5 W&R Project 2o8o688.oi
Stormwater Management Report January 2009
Nitrogen Control Plan
Commercial / Industrial / Residential Sites with Known Impervious Area
Project Name: River Run
Project #: 2080688.01
Estimated Post-Development TN Loading
Date: 1/19/2009
Computed by: DHL
Drainage Area I: San F ilter #1
Type of Land Cover Acres TN Export Cce . TN EXPORT (Ibs/yr)
(lbs/actyr)
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 0.91 1.2 1.09
Impervious Area 1.09 21.2 23.11
Totals , 2.00 24.20
tsumatea arvmr KeauLnun wr mutu enuun: » m
Estimated Drainage Area I Nitrogen Loading Reduction: 8.47 Ibs/yr
Drainage Area II: Sand Filter #2
Type of Land Cover Acres TN Export Cce .
(Ibs/actyr) TN EXPORT (lbs/yr)
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 0.31 1.2 0.37
Impervious Area 0.82 21.2 17.38
Totals 1.13 17.76
tstimatea bmr Keauction for Dana rater. .3a -ro
Estimated Drainage Area 11 Nitrogen Loading Reduction: 6.21 Ibs/yr
Drainage Area III: Sand Filter #3
Type of Land Cover Acres TN Export Cce .
(Ibs/ac/yr) TN EXPORT (Ibs/yr)
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 1.03 1.2 1.24
Impervious Area 1.39 21.2 29.47
Totals 2.42 30.70
tstimateo 8Mr Keouction: JD io
Estimated Drainage Area III Nitrogen Loading Reduction: 10.75 Ibs/yr
Drainage Area IV: Untreated
Type of Land Cover Acres TN Export Cce . TN EXPORT (lbs/yr)
(lbs/ac/yr)
Permanently Protected Undisturbed Area 3.30 0.6 1.98
Permanently Protected Managed Area 4.81 1.2 5.77
Impervious Area 0.89 21.2 18.87
Totals 9.00 26.62
Estimated BMP Reduction: 0 %
Estimated Drainage Area III Nitrogen Loading Reduction: 0.00 Ibs/yr
Total Area: 14.55 Acres
Estimated Project Pre-BMP TN Export: 99.28 Ibs/yr
Estimated Project BMP TN Removal: 25.43 Ibs/yr
Estimated Project TN Load Rate After BMPs: 5.08 Ibs/ac/yr
Estimated Project Composite Nitrogen Loading Rate Reduction: 25.62 %
Estimated Project Buy Down: $18,259.38
RIVER RUN PHASES 4 & 5
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
PONDPACK ROUTING
CALCULATIONS
River Run Phases 4 & 5 W&R Project 2080688.oi
Stormwater Management Report January 2009
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Table of Contents
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Table of Contents
**************r******* MASTER SUMMARY ****rrt•*r**++**r***r*
Watershed....... Master Network Summary ............. 1.01
****rwr*r**rwtr*ttrtr TC CALCULATIONS *****++*******w***r*r
SA 1 POST (A)... Tc Calcs ........................... 2.01
SA 1 POST (U)... Tc Calcs ........................... 2.03
SA 2 POST (A)... Tc Calcs ........................... 2.05
SA 2 POST (U)... Tc Calcs ........................... 2.07
SA 3 POST (A)... Tc Calcs ........................... 2.09
SA 3 POST (U)... Tc Calcs ........................... 2.11
SA 4 POST (A)... Tc Calcs ........................... 2.13
SA 4 POST (U)... Tc Calcs ........................... 2.15
SA BYP POST (A) Tc Calcs ........................... 2.17
SA BYP POST (U) Tc Calcs ........................... 2.19
SA PRE.......... Tc Calcs ........................... 2.21
****,r**r***+**rwr**,r*r CN CALCULATIONS ****r**r*************
SA 1 POST (A)... Runoff CN-Area ..................... 3.01
SA 1 POST (U)... Runoff CN-Area ..................... 3.02
SA 2 POST (A)... Runoff CN-Area ..................... 3.03
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Table of Contents
Table of Contents (continued)
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SA 2 POST (U)... Runoff CN-Area ..................... 3.04
SA 3 POST (A)... Runoff CN-Area ..................... 3.05
SA 3 POST (U)... Runoff CN-Area ..................... 3.06
SA 4 POST (A)... Runoff CN-Area ..................... 3.07
SA 4 POST (U)... Runoff CN-Area ..................... 3.08
SA BYP POST (A) Runoff CN-Area ..................... 3.09
SA BYP POST (U) Runoff CN-Area ..................... 3.10
SA PRE.......... Runoff CN-Area ..................... 3.11
******r***r*r***r****** POND VOLUMES ********w*r***+t*******r
SF 1............ Vol: Elev-Area ..................... 4.01
SF 2............ Vol: Elev-Area ..................... 4.02
SF 3............ Vol: Elev-Area ..................... 4.03
******************** OUTLET STRUCTURES *********************
Outlet 1........
Outlet 2........
Outlet 3........
Outlet Input Data .................. 5.01
Composite Rating Curve ............. 5.04
Outlet Input Data .................. 5.06
Composite Rating Curve ............. 5.09
Outlet Input Data .................. 5.11
Composite Rating Curve ............. 5.14
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth Rainfall
Retu rn Event in Type RNF
------- ID
--------
---- --------
2 ------
3.4400 ----------------
Time-Depth Curve -
RDU NOAA 2yr
10 4.9800 Time-Depth Curve RDU NOAA 10yr
100 7.3700 Time-Depth Curve RDU NOAA 100yr
1 3.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Divers ion;)
(T run= HYG Truncation: Blank=None; L=Left ; R=Rt; L R=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event
----- ac-ft Trun
---------- -- - hrs
-------- cfs
-------- ft ac-ft
-------- ------------
----------
*OUT POST -------
(A) ---- -
JCT 2 13.128 12.3000 147.52
*OUT POST (A) JCT 10 27.476 12.2500 298.46
*OUT POST (A) JCT 100 53.555 12.2500 504.14
*OUT POST (A) JCT 1 9.608 12.1000 97.91
*OUT POST (U) JCT 2 13.367 12.3000 144.78
*OUT POST (U) JCT 10 27.715 12.2500 294.76
*OUT POST (U) JCT 100 53.795 12.2500 500.33
*OUT POST (U) JCT 1 9.847 12.1000 94.14
*OUT PRE JCT 2 11.864 12.3000 135.42
*OUT PRE JCT 10 25.529 12.3000 286.24
*OUT PRE JCT 100 50.785 12.3000 492.67
*OUT PRE JCT 1 8.567 12.1500 87.58
SIN: Bentley Systems, Inc.
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
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
------ ac-ft Trun
----------
------
SA 1 -----
POST -
(A) AREA 2 .356
SA 1 POST (A) AREA 10 .601
SA 1 POST (A) AREA 100 .997
SA 1 POST (A) AREA 1 .290
SA 1 POST (U) AREA 2 .356
SA 1 POST (U) AREA 10 .601
SA 1 POST (U) AREA 100 .997
SA 1 POST (U) AREA 1 .290
SA 2 POST (A) AREA 2 .234
SA 2 POST (A) AREA 10 .373
SA 2 POST (A) AREA 100 .594
SA 2 POST (A) AREA 1 .195
SA 2 POST (U) AREA 2 .234
SA 2 POST (U) AREA 10 .373
SA 2 POST (U) AREA 100 .594
SA 2 POST (U) AREA 1 .195
SA 3 POST (A) AREA 2 .430
SA 3 POST (A) AREA 10 .716
SA 3 POST (A) AREA 100 1.178
SA 3 POST (A) AREA 1 .351
SA 3 POST (U) AREA 2 .430
SA 3 POST (U) AREA 10 .716
SA 3 POST (U) AREA 100 1.178
SA 3 POST (U) AREA 1 .351
SA 4 POST (A) AREA 2 .735
SA 4 POST (A) AREA 10 1.462
SA 4 POST (A) AREA 100 2.746
SA 4 POST (A) AREA 1 .553
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
----- cfs ft ac-ft
-------- -------- ------------
---
12.1000 7.73
12.1000 11.30
12.1000 14.99
11.9000 5.25
12.1000 7.73
12.1000 11.30
12.1000 14.99
11.9000 5.25
12.1000 4.94
12.1000 6.78
12.1000 8.61
11.9000 3.51
12.1000 4.94
12.1000 6.78
12.1000 8.61
11.9000 3.51
12.1000 9.28
12.1000 13.39
12.1000 17.59
11.9000 6.36
12.1000 9.28
12.1000 13.39
12.1000 17.59
11.9000 6.36
12.1000 15.55
12.1000 28.16
12.1000 43.26
11.9500 9.68
SIN:
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Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
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
------ ac-ft Trun
----------
----
SA -------------
4 POST (U) -
AREA 2 .735
SA 4 POST (U) AREA 10 1.462
SA 4 POST (U) AREA 100 2.746
SA 4 POST (U) AREA 1 .553
SA BYP POST (A) AREA 2 11.612
SA BYP POST (A) AREA 10 24.563
SA BYP POST (A) AREA 100 48.280
SA BYP POST (A) AREA 1 8.459
SA BYP POST (U) AREA 2 11.612
SA BYP POST (U) AREA 10 24.563
SA BYP POST (U) AREA 100 48.280
SA BYP POST (U) AREA 1 8.459
SA PRE AREA 2 11.864
SA PRE AREA 10 25.529
SA PRE AREA 100 50.785
SA PRE AREA 1 8.567
SF 1 IN POND 2 .356
SF 1 IN POND 10 .601
SF 1 IN POND 100 .997
SF 1 IN POND 1 .290
SF 1 OUT POND 2 .263
SF 1 OUT POND 10 .508
SF 1 OUT POND 100 .904
SF 1 OUT POND 1 .196
SF 2 IN POND 2 .234
SF 2 IN POND 10 .373
SF 2 IN POND 100 .594
SF 2 IN POND 1 .195
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
-------- cfs
-------- ft
-------- ac-ft
------------
-
12.1000 15.55
12.1000 28.16
12.1000 43.26
11.9500 9.68
12.3000 134.61
12.3000 276.53
12.3000 468.41
12.1500 88.56
12.3000 134.61
12.3000 276.53
12.3000 468.41
12.1500 88.56
12.3000 135.42
12.3000 286.24
12.3000 492.67
12.1500 87.58
12.1000 7.73
12.1000 11.30
12.1000 14.99
11.9000 5.25
12.1500 6.22 272.89 .122
12.1500 9.93 273.32 .131
12.1500 13.29 273.67 .138
12.0500 3.74 272.55 .115
12.1000 4.94
12.1000 6.78
12.1000 8.61
11.9000 3.51
SIN:
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Type.... Master Network Summary Page 1.04
Name.... Watershed
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
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
------ ac-ft Trun
----------
----
SF -------
2 ------
OUT POND 2 .178
SF 2 OUT POND 10 .317
SF 2 OUT POND 100 .537
SF 2 OUT POND 1 .139
SF 3 IN POND 2 .430
SF 3 IN POND 10 .716
SF 3 IN POND 100 1.178
SF 3 IN POND 1 .351
SF 3 OUT POND 2 .340
SF 3 OUT POND 10 .626
SF 3 OUT POND 100 1.088
SF 3 OUT POND 1 .261
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs
--- ft
-------- ac-ft
------------
---------
12.1500 -----
4.24 255.76 .077
12.1500 5.91 256.04 .081
12.1500 7.58 256.31 .085
12.0000 3.03 255.54 .073
12.1000 9.28
12.1000 13.39
12.1000 17.59
11.9000 6.36
12.1500 7.48 253.54 .136
12.1500 11.55 253.99 .149
12.1500 15.34 254.39 .161
12.0000 4.92 253.22 .126
SIN:
Bentley PondPack (10.00.027.00) 12:04 PM
Bentley Systems, Inc.
1/21/2009
Type.... Tc Calcs
Name.... SA 1 POST (A)
Page 2.01
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
..........................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
-------------------------
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Tc Calcs
Name.... SA 1 POST (A)
Page 2.02
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 1 POST (U)
Page 2.03
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
.............................. .
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 1 POST (U)
Page 2.04
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 2 POST (A)
Page 2.05
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
...............................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 2 POST (A)
Page 2.06
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
---- User Defined ----------------------------------------------
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Name.... SA 2 POST (U)
Page 2.07
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
.......................... . .
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
-------------------------
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Tc Calcs
Name.... SA 2 POST (U)
Page 2.08
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 3 POST (A)
Page 2.09
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
............................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 3 POST (A)
Page 2.10
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 3 POST (U)
Page 2.11
File.... K:\08\08-0680\080688.01-River Run - Phase 9 & 5\H-H\Design Files\Overall Basin At
................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 3 POST (U)
Page 2.12
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ------------------------------------------------------
------------------------------------------------------
Tc = Value entered by user
where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 4 POST (A)
Page 2.13
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
............................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
-------------------------
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Tc Calcs
Name.... SA 4 POST (A)
Page 2.14
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 4 POST (U)
Page 2.15
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
...............................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA 4 POST (U)
Page 2.16
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA BYP POST (A)
Page 2.17
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
.........................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 5000.00 ft
Slope .030000 ft/ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 3.93 ft/sec
Segment #1 Time: .3536 hrs
------------------------------------------------------------------------
Total Tc: .3536 hrs
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA BYP POST (A)
Page 2.18
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= Kirpich (TN)
Tc = 0.00013 * (Lf**0.77) * (Sf**-0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft/ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA BYP POST (U)
Page 2.19
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 5000.00 ft
Slope .030000 ft/ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 3.93 ft/sec
Segment #1 Time: .3536 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .3536 hrs
-------------------------
-------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Tc Calcs
Name.... SA BYP POST (U)
Page 2.20
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= Kirpich (TN)
Tc = 0.00013 * (Lf**0.77) * (Sf**-0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft/ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA PRE
Page 2.21
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
...............................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 5000.00 ft
Slope .030000 ft/ft
Multiplier 1.000 (Tc Adjustment)
Avg.velocity 3.93 ft/sec
Segment #1 Time: .3536 hrs
------------------------------------------------------------------------
Total Tc .3536 hrs
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... SA PRE
Page 2.22
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= Kirpich (TN)
Tc = 0.00013 * (Lf**0.77) * (Sf**-0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft/ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 1 POST (A)
Page 3.01
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.140 98.00
Open space (Lawns,parks etc.) - Goo 72 .950 72.00
COMPOSITE AREA & WEIGHTED CN ---> 2.090 86.18 (86)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 1 POST (U)
Page 3.02
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.140 98.00
Open space (Lawns,parks etc.) - Goo 72 .950 72.00
COMPOSITE AREA & WEIGHTED CN ---> 2.090 86.18 (86)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 2 POST (A)
Page 3.03
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 .820 98.00
Open space (Lawns,parks etc.) - Goo 72 .310 72.00
COMPOSITE AREA & WEIGHTED CN ---> 1.130 90.87 (91)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 2 POST (U)
Page 3.04
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 .820 98.00
Open space (Lawns,parks etc.) - Goo 72 .310 72.00
COMPOSITE AREA & WEIGHTED CN ---> 1.130 90.87 (91)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 3 POST (A)
Page 3.05
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.390 98.00
Open space (Lawns,parks etc.) - Goo 72 1.030 72.00
COMPOSITE AREA & WEIGHTED CN ---> 2.420 86.93 (87)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 3 POST (U)
Page 3.06
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.390 98.00
Open space (Lawns,parks etc.) - Goo 72 1.030 72.00
COMPOSITE AREA & WEIGHTED CN ---> 2.420 86.93 (87)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 4 POST (A)
Page 3.07
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC
----- CN
------
-------------------------------- -
Impervious Areas - Paved parking to ---
98 ---------
.890 ----- 98.00
Open space (Lawns,parks etc.) - Goo 72 3.450 72.00
Woods - good 68 3.400 68.00
COMPOSITE AREA & WEIGHTED CN ---> 7.740 73.23 (73)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA 4 POST (U)
Page 3.08
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC
--- CN
------
-------------------------------- -
Impervious Areas - Paved parking to ---
98 ---------
.890 ----- -- 98.00
Open space (Lawns,parks etc.) - Goo 72 3.450 72.00
Woods - good 68 3.400 68.00
COMPOSITE AREA & WEIGHTED CN ---> 7.740 73.23 (73)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA BYP POST (A)
Page 3.09
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC
----- CN
------
-------------------------------- -
Impervious Areas - Paved parking to ---
98 ---------
35.300 ----- 98.00
Open space - Good condition; grass 64 45.210 64.00
Woods - good 58 71.090 58.00
COMPOSITE AREA & WEIGHTED CN ---> 151.600 69.10 (69)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA BYP POST (U)
Page 3.10
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres $C %UC
----- CN
------
-------------------------------- -
Impervious Areas - Paved parking to ---
98 ---------
35.300 ----- 98.00
Open space - Good condition; grass 64 45.210 64.00
Woods - good 58 71.090 58.00
COMPOSITE AREA & WEIGHTED CN ---> 151.600 69.10 (69)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Runoff CN-Area
Name.... SA PRE
Page 3.11
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Desc ription CN acres %C %UC CN
------
-----------------
Impervious Areas --------------- -
- Paved parking to ---
98 ---------
35.300 ----- ----- 98.00
Open space 85% B, 15% D - Good cond 64 51.500 64.00
Woods 85% B, 15% D - good 58 77.300 58.00
COMPOSITE AREA & WEIGHTED CN ---> 164.100 68.49 (68)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Vol: Elev-Area
Name.... SF 1
Page 4.01
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft)
---------------- (sq.ft)
----------------- (ac-ft)
--------- (ac-ft)
-------------
-----------
267.00 ------
----- 900 0 .000 .000
274.00 ----- 900 2700 .145 .145
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN:
Bentley PondPack (10.00.027.00)
12:04 PM
Bentley Systems, Inc.
1/21/2009
Type.... Vol: Elev-Area
Name.... SF 2
Page 4.02
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft)
- (sq.ft)
----------------- (ac-ft)
--------- (ac-ft)
-------------
------------
251.00 --------------------
----- 700 0 .000 .000
256.50 ----- 700 2100 .088 .088
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Vol: Elev-Area
Name.... SF 3
Page 4.03
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft)
-------------
- (sq.ft)
----------------- (ac-ft)
--------- (ac-ft)
-------------
-----------
249.00 ---
-----
----- 1300 0 .000 .000
254.50 ----- 1300 3900 .164 .164
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.01
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 267.00 ft
Increment = .10 ft
Max. Elev.= 274.00 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
----------------- ---- ------- --------- ---------
Culvert-Circular CO ---> TW 271.500 274.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.02
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 271.50 ft
Dnstream Invert = 271.00 ft
Horiz. Length = 15.00 ft
Barrel Length = 15.01 ft
Barrel Slope = .03333 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) = 1.144
T2 ratio (HW/D) = 1.290
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 273.79 ft ---> Flow = 15.55 cfs
At T2 Elev = 274.08 ft ---> Flow = 17.77 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.03
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.04
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge ---- ---------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
------------------
-
--------
267.00 -------
.00 -------- -----
Free Outfall -----
None -
-
contributing
267.10 .00 Free Outfall None contributing
267.20 .00 Free Outfall None contributing
267.30 .00 Free Outfall None contributing
267.40 .00 Free Outfall None contributing
267.50 .00 Free Outfall None contributing
267.60 .00 Free Outfall None contributing
267.70 .00 Free Outfall None contributing
267.80 .00 Free Outfall None contributing
267.90 .00 Free Outfall None contributing
268.00 .00 Free Outfall None contributing
268.10 .00 Free Outfall None contributing
268.20 .00 Free Outfall None contributing
268.30 .00 Free Outfall None contributing
268.40 .00 Free Outfall None contributing
268.50 .00 Free Outfall None contributing
268.60 .00 Free Outfall None contributing
268.70 .00 Free Outfall None contributing
268.80 .00 Free Outfall None contributing
268.90 .00 Free Outfall None contributing
269.00 .00 Free Outfall None contributing
269.10 .00 Free Outfall None contributing
269.20 .00 Free Outfall None contributing
269.30 .00 Free Outfall None contributing
269.40 .00 Free Outfall None contributing
269.50 .00 Free Outfall None contributing
269.60 .00 Free Outfall None contributing
269.70 .00 Free Outfall None contributing
269.80 .00 Free Outfall None contributing
269.90 .00 Free Outfall None contributing
270.00 .00 Free Outfall None contributing
270.10 .00 Free Outfall None contributing
270.20 .00 Free Outfall None contributing
270.30 .00 Free Outfall None contributing
270.40 .00 Free Outfall None contributing
270.50 .00 Free Outfall None contributing
270.60 .00 Free Outfall None contributing
270.70 .00 Free Outfall None contributing
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.05
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converg e ---- ---------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
----------
--------
270.80 -------
.00 -------- -----
Free Outfall -----
None -----------
contributing
270.90 .00 Free Outfall None contributing
271.00 .00 Free Outfall None contributing
271.10 .00 Free Outfall None contributing
271.20 .00 Free Outfall None contributing
271.30 .00 Free Outfall None contributing
271.40 .00 Free Outfall None contributing
271.50 .00 Free Outfall None contributing
271.60 .04 Free Outfall CO
271.70 .15 Free Outfall CO
271.80 .34 Free Outfall CO
271.90 .59 Free Outfall CO
272.00 .91 Free Outfall CO
272.10 1.30 Free Outfall CO
272.20 1.75 Free Outfall CO
272.30 2.25 Free Outfall CO
272.40 2.81 Free Outfall CO
272.50 3.43 Free Outfall CO
272.60 4.09 Free Outfall CO
272.70 4.80 Free Outfall CO
272.80 5.54 Free Outfall CO
272.90 6.33 Free Outfall CO
273.00 7.14 Free Outfall CO
273.10 7.99 Free Outfall CO
273.20 8.86 Free Outfall CO
273.30 9.77 Free Outfall CO
273.40 10.69 Free Outfall CO
273.50 11.63 Free Outfall CO
273.60 12.58 Free Outfall CO
273.70 13.54 Free Outfall CO
273.80 14.49 Free Outfall CO
273.90 15.46 Free Outfall CO
274.00 16.43 Free Outfall CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 2
Page 5.06
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 251.00 ft
Increment = .10 ft
Max. Elev.= 256.50 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
----------------- ---- ------- --------- ---------
Culvert-Circular CO ---> TW 254.500 256.500
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 2
Page 5.07
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 254.50 ft
Dnstream Invert = 254.00 ft
Horiz. Length = 10.00 ft
Barrel Length = 10.01 ft
Barrel Slope = .05000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
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) = 1.135
T2 ratio (HW/D) = 1.282
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 256.20 ft ---> Flow = 7.58 cfs
At T2 Elev = 256.42 ft ---> Flow = 8.66 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 2
Page 5.08
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Composite Rating Curve
Name.... Outlet 2
Page 5.09
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge ---- ---------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
---------
--------
251.00 -------
.00 -------- -----
Free Outfall -----
None ------------
contributing
251.10 .00 Free Outfall None contributing
251.20 .00 Free Outfall None contributing
251.30 .00 Free Outfall None contributing
251.40 .00 Free Outfall None contributing
251.50 .00 Free Outfall None contributing
251.60 .00 Free Outfall None contributing
251.70 .00 Free Outfall None contributing
251.80 .00 Free Outfall None contributing
251.90 .00 Free Outfall None contributing
252.00 .00 Free Outfall None contributing
252.10 .00 Free Outfall None contributing
252.20 .00 Free Outfall None contributing
252.30 .00 Free Outfall None contributing
252.40 .00 Free Outfall None contributing
252.50 .00 Free Outfall None contributing
252.60 .00 Free Outfall None contributing
252.70 .00 Free Outfall None contributing
252.80 .00 Free Outfall None contributing
252.90 .00 Free Outfall None contributing
253.00 .00 Free Outfall None contributing
253.10 .00 Free Outfall None contributing
253.20 .00 Free Outfall None contributing
253.30 .00 Free Outfall None contributing
253.40 .00 Free Outfall None contributing
253.50 .00 Free Outfall None contributing
253.60 .00 Free Outfall None contributing
253.70 .00 Free Outfall None contributing
253.80 .00 Free Outfall None contributing
253.90 .00 Free Outfall None contributing
254.00 .00 Free Outfall None contributing
254.10 .00 Free Outfall None contributing
254.20 .00 Free Outfall None contributing
254.30 .00 Free Outfall None contributing
254.40 .00 Free Outfall None contributing
254.50 .00 Free Outfall None contributing
254.60 .03 Free Outfall CO
254.70 .13 Free Outfall CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Composite Rating Curve
Name.... Outlet 2
Page 5.10
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft
- Contributing Structures
--------------------------
--------
254.80 -------
.29 -------- ----
Free Outfall CO
254.90 .50 Free Outfall CO
255.00 .78 Free Outfall CO
255.10 1.10 Free Outfall CO
255.20 1.47 Free Outfall CO
255.30 1.88 Free Outfall CO
255.40 2.34 Free Outfall CO
255.50 2.83 Free Outfall CO
255.60 3.34 Free Outfall CO
255.70 3.89 Free Outfall CO
255.80 4.47 Free Outfall CO
255.90 5.05 Free Outfall CO
256.00 5.67 Free Outfall CO
256.10 6.28 Free Outfall CO
256.20 6.91 Free Outfall CO
256.30 7.53 Free Outfall CO
256.40 8.15 Free Outfall CO
256.50 8.77 Free Outfall CO
SIN:
Bentley PondPack (10.00.027.00) 12:04 PM
Bentley Systems, Inc.
1/21/2009
Type.... Outlet Input Data
Name.... Outlet 3
Page 5.11
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 249.00 ft
Increment = .10 ft
Max. Elev.= 254.50 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
----------------- ---- ------- --------- ---------
Culvert-Circular CO ---> TW 252.000 254.500
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 3
Page 5.12
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 252.00 ft
Dnstream Invert = 251.00 ft
Horiz. Length = 35.00 ft
Barrel Length = 35.01 ft
Barrel Slope = .02857 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) = 1.146
T2 ratio (HW/D) = 1.293
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 254.29 ft ---> Flow = 15.55 cfs
At T2 Elev = 254.59 ft ---> Flow = 17.77 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Outlet Input Data
Name.... Outlet 3
Page 5.13
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Composite Rating Curve
Name.... Outlet 3
Page 5.14
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
---
--------
249.00 ----
.00
249.10 .00
249.20 .00
249.30 .00
249.40 .00
249.50 .00
249.60 .00
249.70 .00
249.80 .00
249.90 .00
250.00 .00
250.10 .00
250.20 .00
250.30 .00
250.40 .00
250.50 .00
250.60 .00
250.70 .00
250.80 .00
250.90 .00
251.00 .00
251.10 .00
251.20 .00
251.30 .00
251.40 .00
251.50 .00
251.60 .00
251.70 .00
251.80 .00
251.90 .00
252.00 .00
252.10 .04
252.20 .15
252.30 .34
252.40 .59
252.50 .92
252.60 1.30
252.70 1.75
-------- 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
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
None contributing
CO
CO
CO
CO
CO
CO
CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Type.... Composite Rating Curve
Name.... Outlet 3
Page 5.15
File.... K:\08\08-0680\080688.01-River Run - Phase 4 & 5\H-H\Design Files\Overall Basin At
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------------------------
--------
252.80 -------
2.26 -------- -----
Free Outfall CO
252.90 2.81 Free Outfall CO
253.00 3.42 Free Outfall CO
253.10 4.08 Free Outfall CO
253.20 4.79 Free Outfall CO
253.30 5.54 Free Outfall CO
253.40 6.33 Free Outfall CO
253.50 7.14 Free Outfall CO
253.60 7.98 Free Outfall CO
253.70 8.86 Free Outfall CO
253.80 9.76 Free Outfall CO
253.90 10.68 Free Outfall CO
254.00 11.62 Free Outfall CO
254.10 12.58 Free Outfall CO
254.20 13.53 Free Outfall CO
254.30 14.50 Free Outfall CO
254.40 15.46 Free Outfall CO
254.50 16.42 Free Outfall CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009
Appendix A
Index of Starting Page Numbers for ID Names
----- O -----
Outlet 1... 5.01, 5.04
Outlet 2... 5.06, 5.09
Outlet 3... 5.11, 5.14
----- S -----
SA 1 POST (A)... 2.01, 3.01
SA 1 POST (U)... 2.03, 3.02
SA 2 POST (A)... 2.05, 3.03
SA 2 POST (U)... 2.07, 3.04
SA 3 POST (A)... 2.09, 3.05
SA 3 POST (U)... 2.11, 3.06
SA 4 POST (A)... 2.13, 3.07
SA 4 POST (U)... 2.15, 3.08
SA BYP POST (A). .. 2.17, 3.09
SA BYP POST (U). .. 2.19, 3.10
SA PRE... 2.21, 3.11
SF 1 ... 4.01
SF 2 ... 4.02
SF 3 ... 4.03
----- W -----
Watershed... 1.01
A-1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 12:04 PM 1/21/2009