Stormwater Management Facility - 2018-04-13 As-Built Certification Package - Candella Subdivision

CANDELLA SUBDIVISION
As-Built Certification Package of Stormwater Management Facility
1
CANDELLA SUBDIVISION (PINETOPS)
As-built Certification Package of Stormwater Management Facility
General Description
Located on Potter Road, approximately one mile west of its intersection with Wesley
Chapel Road in Wesley Chapel, North Carolina, is the single-family residential
development known as Candella Subdivision. Development on this site consists of the
construction of 64 single-family residential lots, along with associated streets, parking,
utilities, and other infrastructure.
The development is located within the Catawba River basin, with stormwater runoff from
the development draining to Price Mill Creek. According to the N.C. Division of Water
Quality Basin Wide Information Management System (BIMS), Northeast Creek [Stream
Index # 11-138-2-2] is classified as C at this location. Per Village of Wesley Chapel
regulations, stormwater management on this site meets the stormwater management
performance standards for development set forth in Article 14 of the Village of Wesley
Chapel Zoning Ordinance. These are as follows:
Section 14.5 General Standards for Stormwater Management
All developments shall be constructed and maintained so that properties are not unreasonably
burdened with storm water runoff as a result of such developments. More specifically:
(1)All nonresidential development and all major residential subdivisions shall provide storm
water management facilities to control the peak stormwater runoff. Said facilities shall
be designed to control the peak runoff from the 1, 2, 10, and 25 year, 24 hour storm
events to pre-development levels, and shall safely pass the 50 and 100 year, 24 hour
storm with minimum 0.5 feet of freeboard. Stormwater management facilities shall not
be located within 10 feet of any property lines. Design of facilities shall be consistent
with the Village of Wesley Chapel Stormwater Manual except as stated herein.
(2)Minor residential subdivisions and individual single-family residences are exempt from
requirements of this section.
(3)Additions to existing non-residential structures that are over 50% of the existing floor
area square footage will be subject to the requirements of this section.
(4)All developments with existing impervious area that add impervious area (structural or
non-structural), including demolition of existing structures for purposes of
redevelopment, shall provide detention only for the newly added impervious area, in
compliance with this section.
(5)Where stormwater management facilities are proposed to be constructed, the owners,
heirs, assigns or successors of the land, including any homeowners associations, will
agree to perpetual maintenance of the facility and will release and hold harmless the
Village of Wesley Chapel from any liability, claims, demands, attorney’s fees, and costs
or judgments arising from said facility. At a minimum, the facility will be inspected by a
registered North Carolina professional engineer on a yearly basis. The annual inspection
report will be submitted by the owner to the Zoning Administrator for purposes of
compliance. See Section 14.7 for further requirements.
2
(6)An evaluation of any dam that is part of a stormwater management facility shall be made
by the designer, in accordance with the Dam Safety Law of 1967, and submitted to the
dam safety engineer for review, if required.
(7)No certificate of occupancy or release of sureties will be issued for any development until:
a.A professional land surveyor has surveyed the as-built storm drainage and
stormwater management facilities.
b.Any required revised calculations based upon as-built conditions have been
submitted and approved by the Village. Said revised calculations must be sealed
by a registered North Carolina professional engineer.
c.The facility has been stabilized consistent with the North Carolina Department of
Environment and Natural Resources standards and specifications.
d.The as-built survey, final calculations, and facility have been reviewed and
inspected, and final approval has been given by the Village.
(8)When a stormwater management facility serves more than one property, a permanent
drainage easement that encompasses the facility shall be shown on a recorded plat, along
with an access easement from the facility to a public right of way. This easement will be
described by metes and bounds.
(9)There will be a note placed on the recorded plat that clearly describes who is responsible
for maintenance of the stormwater management facilities, pipes and/or channels located
within the permanent facility.
To meet the applicable standards above one wet pond was designed and approved by the
Village of Wesley Chapel. Please refer to the appropriate section of this report for additional
information.
As-built Calculation Methodology
·The as-built hydrologic / hydraulic analysis is based upon the approved design
calculations for this project.
·The field survey information used in the as-built analysis for the SWMF was
obtained by McAdams.
·PondPack Version V8i, by Bentley Systems, Inc., was used in determining the as-
built peak flow rates for the 1-, 2-, 10-, 25-, and 100-year storm events, as well as
routing calculations for the proposed stormwater management facility.
·A wet detention pond was designed on this site to treat / manage stormwater
runoff for the proposed development. The facility is designed in accordance with
the NCDENR BMP design standards. Please note that the facility was designed to
achieve 90% TSS pollutant removal efficiency
3
Summary
This report serves as the final as-built certification for the SWMF with no outstanding
items other than those to be monitored as part of routine inspections. Based on the
provided as-built survey, the facility has been built such that the stormwater management
onsite provides the required water quality treatment and post-construction peak flow
reduction for the 1-, 2-, 10-, and 25-year storm events. Please refer to the appropriate
sections of this report for additional information.
1 SUMMARY OF RESULTS
2
APPROVED CONSTRUCTION
DRAWINGS
5 SITE PHOTOS
3 AS-BUILT RECORD DRAWING
4 AS-BUILT CALCULATIONS
CANDELLA SUBDIVISION
MRH-13010
SUMMARY OF RESULTS
CANDELLA SUBDIVISION
MRH-13010
SUMMARY OF RESULTS D. PERRY, EI
4/13/2018
RELEASE RATE MANAGEMENT RESULTS
Return Period Pre-Dev As-built % Increase
[cfs][cfs][%]
1-Year 8.26 5.51 -33.3%
2-Year 16.96 10.67 -37.1%
10-Year 48.10 27.95 -41.9%
25-Year 68.94 39.15 -43.2%
Return Period Pre-Dev As-built % Increase
[cfs][cfs][%]
1-Year 9.44 7.64 -19.1%
2-Year 21.43 19.79 -7.7%
10-Year 62.55 62.90 0.6%
25-Year 88.77 85.36 -3.8%
POINT OF ANALYSIS #1
POINT OF ANALYSIS #2
CANDELLA SUBDIVISION
MRH-13010
SUMMARY OF RESULTS D. PERRY, EI
4/13/2018
STORMWATER MANAGEMENT FACILITY SUMMARY
Design Drainage Area =59.28 ac
Design Impervious Area =12.72 ac
% Impervious =21.5%
Top of Dam =580.70 ft
NWSE =573.71 ft
Average Depth =3.72 ft
Required Surface Area at NWSE =33,331 sf
Surface Area at NWSE =35,148 sf
Siphon Diameter =4.00 in
Siphon Elevation =573.71 ft
Riser Size = 6' x 6'
Riser Crest =578.46 ft
Orifice 1 Bottom Elevation =575.28 ft
Orifice 1 Top Elevation =575.86 ft
Orifice 1 Area =1.75 sf
Orifice 2 Bottom Elevation =576.22 ft
Orifice 2 Top Elevation =576.80 ft
Orifice 2 Area =1.75 sf
Orifice 3 Bottom Elevation = 575.29 ft
Orifice 3 Top Elevation = 575.87 ft
Orifice 3 Area = 1.75 sf
Barrel Diameter = 48 in
# of Barrels = 1
Invert In =572.37 ft
Invert Out =572.07 ft
Length =48.9 ft
Slope =0.0061 ft/ft
STORMWATER MANAGEMENT FACILITY ROUTING RESULTS
Return Period Inflow Outflow Max. WSE Freeboard
[cfs][cfs][ft][ft]
1-Year 61.70 3.23 575.46 5.24
2-Year 98.7 11.06 575.96 4.74
10-Year 195.32 34.63 577.72 2.98
25-Year 251.42 57.73 578.83 1.87
50-Year 289.18 84.69 579.21 1.49
100-Year 330.92 111.19 579.54 1.16
CANDELLA SUBDIVISION
MRH-13010
APPROVED CONSTRUCTION DRAWINGS
CANDELLA SUBDIVISION
MRH-13010
AS-BUILT RECORD DRAWING
CANDELLA SUBDIVISION
MRH-13010
AS-BUILT CALCULATIONS
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
SSFxn Above NP - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
STAGE-STORAGE FUNCTION - ABOVE NORMAL POOL
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)
573.70 0.00 35,148
574.00 0.30 39,617 37383 11215 11215 0.27
575.00 1.30 46,706 43162 43162 54376 1.17
576.00 2.30 50,679 48693 48693 103069 2.11
577.00 3.30 54,684 52682 52682 155750 3.08
578.00 4.30 58,697 56691 56691 212441 4.09
579.00 5.30 62,724 60711 60711 273151 5.15
580.00 6.30 66,773 64749 64749 337900 6.27
580.70 7.00 69,494 68134 47693 385593 7.07
1.122328771 10.64108498
41818.11826
KS = 45770
b = 1.0893
y = 41818x1.1223
R² = 0.9994
0
50000
100000
150000
200000
250000
300000
350000
400000
450000
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00Storage (CF)Stage (feet)
Storage vs. Stage
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
SSFxn Main Pool - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
STAGE-STORAGE FUNCTION - MAIN POOL
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)
568.00 0.00 10,833
569.00 1.00 14,247 12540 12540 12540 0.98
570.00 2.00 16,641 15444 15444 27984 1.89
571.00 3.00 19,081 17861 17861 45845 2.82
572.00 4.00 21,532 20307 20307 66152 3.80
573.00 5.00 24,025 22779 22779 88930 4.83
573.70 5.70 27,256 25641 17948 106878 5.61
1.196260385 9.426752845
12416.14405
KS = 12796
b = 1.2305
y = 12217x1.2286
R² = 0.999
0
20000
40000
60000
80000
100000
120000
0.00 2.00 4.00 6.00Storage (CF)Stage (feet)
Storage vs. Stage
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
SSFxn West Forebay - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
STAGE-STORAGE FUNCTION - WEST FOREBAY
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)
567.60 0.00 339
569.00 1.40 799 569 797 797 0.78
570.00 2.40 1,191 995 995 1792 1.39
571.00 3.40 1,639 1415 1415 3207 2.10
572.00 4.40 2,141 1890 1890 5097 2.91
573.00 5.40 2,634 2388 2388 7484 3.82
573.70 6.10 3,115 2875 2012 9496 4.53
1.614546519 6.11395388
452.1228252
KS = 1126.1
b = 1.4123
y = 428.53x1.6861
R² = 0.9976
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0.00 2.00 4.00 6.00 8.00Storage (CF)Stage (feet)
Storage vs. Stage
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
SSFxn East Forebay - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
STAGE-STORAGE FUNCTION - EAST FOREBAY
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)
568.00 0.00 842
569.00 1.00 1,377 1110 1110 1110 1.04
570.00 2.00 1,918 1648 1648 2757 1.93
571.00 3.00 2,533 2226 2226 4983 2.88
572.00 4.00 3,201 2867 2867 7850 3.93
573.00 5.00 3,918 3560 3560 11409 5.06
573.70 5.70 4,777 4348 3043 14452 5.95
1.472130302 6.954368974
1047.717193
KS = 1047.7
b = 1.4721
y = 1047.7x1.4721
R² = 0.9969
0
2000
4000
6000
8000
10000
12000
14000
16000
0.00 1.00 2.00 3.00 4.00 5.00 6.00Storage (CF)Stage (feet)
Storage vs. Stage
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
Volume Calculation - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
TOTAL VOLUME OF FACILITY
Volume of Main Pool =106,878 cf
Volume of Forebays =23,949 cf
Total Volume Below NWSE =130,827 cf
=3.00 acre-ft
Total Volume Above NWSE =385,593 cf
=8.85 acre-ft
Total Volume of Facility =516,420 cf
=11.86 acre-ft
FOREBAY PERCENTAGE OF PERMANENT POOL VOLUME
total permanent pool volume.
Total Volume Below NWSE =130,827 cf
Volume of Forebay =23,949 cf
% Forebay =18.3%
AVERAGE DEPTH OF POND
Total Volume Below NWSE =130,827 cf
Surface Area at NWSE =35,148 sf
Average Depth =3.72 ft
Per NCDWQ design guidelines, the forebay volume should equal approximately 20% of the
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
Surface Area Calculation - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
WET DETENTION BASIN SUMMARY
From Stormwater Best Management Practices Manual .NCDENR: Division of Water Quality, 2007.
Enter the drainage area characteristics ==>
59.28 acres
12.72 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on-site development.
Drainage area =59.28 acres @ 21.5%impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of =3.72 feet (Calculated)
From the DWQ BMP Handbook (2007, the required SA/DA ratio for 90%TSS Removal ==>
3.5 3.72 4.0
Lower Boundary => 20.0 1.30 1.10
Site % impervious => 21.5 1.37 1.29 1.19
Upper Boundary => 30.0 1.80 1.70
Therefore, SA/DA required =1.29
Surface area required at normal pool =33,331 ft2
= 0.77 acres
Surface area provided at normal pool =35,148 ft2
Total drainage area to pond =
Total impervious area to pond =
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
WQV Calculation - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
DETERMINATION OF WATER QUALITY VOLUME
WQ V = (P)(R V )(A)/12
where,
WQV = water quality volume (in acre-ft)
RV = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 59.28 acres
Impervious area = 12.72 acres
Percent impervious cover, I = 21.5 %
Rainfall, P =1.00 inches
Calculated values:
RV = 0.24
WQV = 1.20 acre-ft
= 52327 cf.
ASSOCIATED DEPTH IN POND
WQV = 52327 cf.
Stage / Storage Data:
Ks = 45770
b = 1.0893
Zo = 573.70
Volume in 1" rainfall = 52327 cu. ft
Calculated values:
Depth of WQv in Basin = 1.13 ft
=13.57 inches
Elevation =574.83 ft
CANDELLA
MRH-13010
STORMWATER MANAGEMENT FACILITY
WQV Drawdown Calculation - As-built Conditions
J. ALDRIDGE, PE
4/13/2018
DRAWDOWN SIPHON DESIGN
D orifice =4 inch
# orifices =1
Ks = 45770
b = 1.0893
Cd siphon =0.60
Normal Pool Elevation =573.70 feet
Volume @ Normal Pool = 0 cf
Orifice Invert =573.70 feet
WSEL @ 1" Runoff Volume = 574.83 feet
WSEL Vol. Stored Siphon Flow Avg. Flow Incr. Vol. Incr. Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
574.83 52327 0.412
574.73 47335 0.390 0.401 4991 12447
574.63 42387 0.367 0.379 4948 13072
574.53 37485 0.342 0.355 4901 13820
574.43 32636 0.316 0.329 4849 14738
574.33 27845 0.287 0.301 4791 15905
574.23 23121 0.254 0.271 4724 17462
574.13 18476 0.217 0.236 4646 19702
574.04 13925 0.172 0.195 4551 23363
573.94 9495 0.102 0.137 4430 32258
573.84 5233 0.045 0.074 4262 57823
Drawdown Time = 2.55 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 = 0.482 feet
Orifice composite loss coefficient =0.600
Cross-sectional area of siphon = 0.087 sf
Q = 0.2917 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.08 days
Storm Event: 1 YearLabel: SWMF-ASB
Return Event: 1 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(ft²)
Area
(ft²)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0035,148.000.000573.70
0.2570.257112,080.6639,617.000.000574.00
1.2470.990129,338.7146,706.000.000575.00
2.3651.118146,036.9650,679.000.000576.00
3.5741.209158,006.4354,684.000.000577.00
4.8751.301170,035.9858,697.000.000578.00
6.2681.393182,098.1062,724.000.000579.00
7.7541.486194,213.8466,773.000.000580.00
8.8491.095204,386.9269,494.000.000580.70
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Outlet Input Data
Requested Pond Water Surface Elevations
ft574.00Minimum (Headwater)
ft0.10Increment (Headwater)
ft580.00Maximum (Headwater)
Outlet Connectivity
E2
(ft)
E1
(ft)
OutfallDirectionOutlet IDStructure Type
580.70575.28CulvertForwardOrifice 1Orifice-Area
580.70575.29CulvertForwardOrifice 3Orifice-Area
580.70576.22CulvertForwardOrifice 2Orifice-Area
580.70578.46CulvertForwardRiserInlet Box
580.70573.71CulvertForwardSiphonOrifice-Circular
580.70572.37TWForwardCulvertCulvert-Circular
(N/A)(N/A)TailwaterTailwater Settings
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Outlet Input Data
Structure ID: Culvert
Structure Type: Culvert-Circular
1Number of Barrels
in48.00Diameter
ft48.90Length
ft48.90Length (Computed Barrel)
ft/ft0.006Slope (Computed)
Outlet Control Data
0.013Manning's n
0.50Ke
0.00Kb
0.00Kr
ft0.00Convergence Tolerance
Inlet Control Data
Form 1Equation Form
0.0098K
2.0000M
0.0398C
0.6700Y
0.00T1 ratio (HW/D)
1.30T2 ratio (HW/D)
-0.50Slope Correction Factor
Use unsubmerged inlet control 0 equation below T1 elevation.
Use submerged inlet control 0 equation above T2 elevation
In transition zone between unsubmerged and submerged inlet
control,
interpolate between flows at T1 & T2...
ft572.37T1 Elevation ft³/s87.96T1 Flow
ft577.58T2 Elevation ft³/s100.53T2 Flow
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Outlet Input Data
Structure ID: Riser
Structure Type: Inlet Box
1Number of Openings
ft578.46Elevation
ft²36.000Orifice Area
0.60Orifice Coefficient
ft24.00Weir Length
(ft^0.5)/s3.00Weir Coefficient
1.00K Reverse
0.00Manning's n
0.00Kev, Charged Riser
FalseWeir Submergence
FalseOrifice H to crest
Structure ID: Siphon
Structure Type: Orifice-Circular
1Number of Openings
ft573.71Elevation
in4.00Orifice Diameter
0.60Orifice Coefficient
Structure ID: Orifice 1
Structure Type: Orifice-Area
1Number of Openings
ft575.28Elevation
ft²1.750Orifice Area
ft575.86Top Elevation
ft575.57Datum Elevation
0.60Orifice Coefficient
Structure ID: Orifice 2
Structure Type: Orifice-Area
1Number of Openings
ft576.22Elevation
ft²1.750Orifice Area
ft576.80Top Elevation
ft576.51Datum Elevation
0.60Orifice Coefficient
Structure ID: Orifice 3
Structure Type: Orifice-Area
1Number of Openings
ft575.29Elevation
ft²1.750Orifice Area
ft575.87Top Elevation
ft575.58Datum Elevation
0.60Orifice Coefficient
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Outlet Input Data
Structure ID: TW
Structure Type: TW Setup, DS Channel
Free OutfallTailwater Type
Convergence Tolerances
30Maximum Iterations
ft0.01Tailwater Tolerance
(Minimum)
ft0.50Tailwater Tolerance
(Maximum)
ft0.01Headwater Tolerance
(Minimum)
ft0.50Headwater Tolerance
(Maximum)
ft³/s0.001Flow Tolerance (Minimum)
ft³/s10.000Flow Tolerance (Maximum)
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Contributing StructuresConvergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
(no Q: Orifice 1,Orifice
3,Orifice
2,Riser,Siphon,Culvert)
0.00(N/A)0.00573.70
(no Q: Orifice 1,Orifice
3,Orifice
2,Riser,Siphon,Culvert)
0.00(N/A)0.00573.71
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.02573.80
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.06573.90
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.13574.00
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.20574.10
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.24574.20
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.27574.30
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.30574.40
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.33574.50
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.36574.60
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.38574.70
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.40574.80
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.42574.90
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.45575.00
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.46575.10
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.48575.20
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Contributing StructuresConvergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
Siphon,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Riser)
0.00(N/A)0.50575.28
Orifice 1,Siphon,Culvert
(no Q: Orifice 3,Orifice
2,Riser)
0.00(N/A)0.58575.29
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)0.73575.30
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)2.32575.40
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)3.90575.50
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)5.48575.60
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)7.06575.70
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)8.63575.80
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)10.20575.90
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)11.59576.00
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)12.81576.10
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)13.94576.20
Orifice 1,Orifice
3,Siphon,Culvert (no Q:
Orifice 2,Riser)
0.00(N/A)14.14576.22
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)15.58576.30
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)17.33576.40
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)19.01576.50
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)20.65576.60
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Contributing StructuresConvergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)22.24576.70
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)23.79576.80
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)25.26576.90
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)26.63577.00
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)27.92577.10
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)29.09577.20
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)30.26577.30
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)31.33577.40
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)32.40577.50
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)33.44577.60
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)34.40577.70
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)35.37577.80
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)36.30577.90
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)37.19578.00
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)38.08578.10
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)38.94578.20
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)39.76578.30
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Contributing StructuresConvergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)40.63578.40
Orifice 1,Orifice 3,Orifice
2,Siphon,Culvert (no Q:
Riser)
0.00(N/A)41.13578.46
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)42.00578.50
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)45.84578.60
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)50.39578.70
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)55.89578.80
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)62.17578.90
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)69.13579.00
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)76.16579.10
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)83.60579.20
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)91.50579.30
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)99.74579.40
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)108.02579.50
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)115.65579.60
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)123.04579.70
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)129.91579.80
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)135.89579.90
Orifice 1,Orifice 3,Orifice
2,Riser,Siphon,Culvert
0.00(N/A)140.11580.00
Riser,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Siphon)
0.00(N/A)141.72580.10
Riser,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Siphon)
0.00(N/A)143.12580.20
Riser,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Siphon)
0.00(N/A)144.51580.30
Riser,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Siphon)
0.00(N/A)145.86580.40
Riser,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Siphon)
0.00(N/A)147.22580.50
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: Composite Outlet Structure-ASB
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Contributing StructuresConvergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
Riser,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Siphon)
0.00(N/A)148.56580.60
Riser,Culvert (no Q:
Orifice 1,Orifice 3,Orifice
2,Siphon)
0.00(N/A)149.89580.70
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 1 YearLabel: SWMF-ASB (IN)
Return Event: 1 yearsSubsection: Level Pool Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions
ft573.70Elevation (Water Surface,
Initial)
ac-ft0.000Volume (Initial)
ft³/s0.00Flow (Initial Outlet)
ft³/s0.00Flow (Initial Infiltration)
ft³/s0.00Flow (Initial, Total)
min1.00Time Increment
Inflow/Outflow Hydrograph Summary
ft³/s61.70Flow (Peak In) min727.00Time to Peak (Flow, In)
ft³/s3.23Flow (Peak Outlet) min907.00Time to Peak (Flow, Outlet)
ft575.46Elevation (Water Surface,
Peak)
ac-ft1.747Volume (Peak)
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial)
ac-ft3.351Volume (Total Inflow)
ac-ft0.000Volume (Total Infiltration)
ac-ft1.744Volume (Total Outlet
Outflow)
ac-ft1.605Volume (Retained)
ac-ft-0.002Volume (Unrouted)
%0.1Error (Mass Balance)
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 2 YearLabel: SWMF-ASB (IN)
Return Event: 2 yearsSubsection: Level Pool Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions
ft573.70Elevation (Water Surface,
Initial)
ac-ft0.000Volume (Initial)
ft³/s0.00Flow (Initial Outlet)
ft³/s0.00Flow (Initial Infiltration)
ft³/s0.00Flow (Initial, Total)
min1.00Time Increment
Inflow/Outflow Hydrograph Summary
ft³/s98.70Flow (Peak In) min727.00Time to Peak (Flow, In)
ft³/s11.06Flow (Peak Outlet) min761.00Time to Peak (Flow, Outlet)
ft575.96Elevation (Water Surface,
Peak)
ac-ft2.320Volume (Peak)
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial)
ac-ft5.112Volume (Total Inflow)
ac-ft0.000Volume (Total Infiltration)
ac-ft3.473Volume (Total Outlet
Outflow)
ac-ft1.636Volume (Retained)
ac-ft-0.002Volume (Unrouted)
%0.0Error (Mass Balance)
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 10 YearLabel: SWMF-ASB (IN)
Return Event: 10 yearsSubsection: Level Pool Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions
ft573.70Elevation (Water Surface,
Initial)
ac-ft0.000Volume (Initial)
ft³/s0.00Flow (Initial Outlet)
ft³/s0.00Flow (Initial Infiltration)
ft³/s0.00Flow (Initial, Total)
min1.00Time Increment
Inflow/Outflow Hydrograph Summary
ft³/s195.32Flow (Peak In) min726.00Time to Peak (Flow, In)
ft³/s34.63Flow (Peak Outlet) min759.00Time to Peak (Flow, Outlet)
ft577.72Elevation (Water Surface,
Peak)
ac-ft4.507Volume (Peak)
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial)
ac-ft10.686Volume (Total Inflow)
ac-ft0.000Volume (Total Infiltration)
ac-ft8.956Volume (Total Outlet
Outflow)
ac-ft1.726Volume (Retained)
ac-ft-0.004Volume (Unrouted)
%0.0Error (Mass Balance)
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 25 YearLabel: SWMF-ASB (IN)
Return Event: 25 yearsSubsection: Level Pool Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions
ft573.70Elevation (Water Surface,
Initial)
ac-ft0.000Volume (Initial)
ft³/s0.00Flow (Initial Outlet)
ft³/s0.00Flow (Initial Infiltration)
ft³/s0.00Flow (Initial, Total)
min1.00Time Increment
Inflow/Outflow Hydrograph Summary
ft³/s251.42Flow (Peak In) min726.00Time to Peak (Flow, In)
ft³/s57.73Flow (Peak Outlet) min758.00Time to Peak (Flow, Outlet)
ft578.83Elevation (Water Surface,
Peak)
ac-ft6.024Volume (Peak)
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial)
ac-ft14.559Volume (Total Inflow)
ac-ft0.000Volume (Total Infiltration)
ac-ft12.767Volume (Total Outlet
Outflow)
ac-ft1.787Volume (Retained)
ac-ft-0.005Volume (Unrouted)
%0.0Error (Mass Balance)
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 50 YearLabel: SWMF-ASB (IN)
Return Event: 50 yearsSubsection: Level Pool Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions
ft573.70Elevation (Water Surface,
Initial)
ac-ft0.000Volume (Initial)
ft³/s0.00Flow (Initial Outlet)
ft³/s0.00Flow (Initial Infiltration)
ft³/s0.00Flow (Initial, Total)
min1.00Time Increment
Inflow/Outflow Hydrograph Summary
ft³/s289.18Flow (Peak In) min721.00Time to Peak (Flow, In)
ft³/s84.69Flow (Peak Outlet) min752.00Time to Peak (Flow, Outlet)
ft579.21Elevation (Water Surface,
Peak)
ac-ft6.578Volume (Peak)
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial)
ac-ft17.811Volume (Total Inflow)
ac-ft0.000Volume (Total Infiltration)
ac-ft15.976Volume (Total Outlet
Outflow)
ac-ft1.828Volume (Retained)
ac-ft-0.006Volume (Unrouted)
%0.0Error (Mass Balance)
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
Storm Event: 100 YearLabel: SWMF-ASB (IN)
Return Event: 100 yearsSubsection: Level Pool Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions
ft573.70Elevation (Water Surface,
Initial)
ac-ft0.000Volume (Initial)
ft³/s0.00Flow (Initial Outlet)
ft³/s0.00Flow (Initial Infiltration)
ft³/s0.00Flow (Initial, Total)
min1.00Time Increment
Inflow/Outflow Hydrograph Summary
ft³/s330.92Flow (Peak In) min726.00Time to Peak (Flow, In)
ft³/s111.19Flow (Peak Outlet) min737.00Time to Peak (Flow, Outlet)
ft579.54Elevation (Water Surface,
Peak)
ac-ft7.062Volume (Peak)
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial)
ac-ft21.270Volume (Total Inflow)
ac-ft0.000Volume (Total Infiltration)
ac-ft19.387Volume (Total Outlet
Outflow)
ac-ft1.876Volume (Retained)
ac-ft-0.007Volume (Unrouted)
%0.0Error (Mass Balance)
4/13/2018MRH13010-ASB.ppc
J. Aldridge, PEPineTops
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