SW4230801_Design Calculations_20240402

ACC PUBLIC SAFETY TRAINING CENTER
STORMWATER IMPACT ANALYSIS STATEMENT
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PREPARED BY: I. o
Garrett Frank, PE, PLA ••••..'•'F
5410 Trinit Road, Suite 102 W"
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Raleigh, North Carolina 27607
919.866.4503 phone
919.859.5663 fax
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ACC Public Safety Training Center
Burlington, NC
Project Number:49685
Table of Contents
Section 1: Site Analysis and Narrative
Existing and Proposed Conditions
Pertinent Onsite and Offsite Drainage Conditions
Anticipated Stormwater Impacts & Design Criteria
Soils Series and Flood Hazard Areas
Proposed Stormwater Management Practices
Calculation Method
Summary of Results
Pre/Post Summary Tables
Section 2: Environmental Maps
Soil Map
FEMA Map
USGS Quad Map
Section 3: Stormwater Calculations
Wet Pond Sizing Calculations
Pre/Post Drainage Area Calculations
HGL Calculations
Rip Rap Outlet Protection Design
Section 4: Stormwater Compliance Maps
Pre/Post Stormwater Maps

ACC Public Safety Training Center
Burlington, NC
Project Number: 49685
Section 1 : Site Analysis and Narrative
Existing and Proposed Conditions
The existing site is undeveloped and previously used for mining. The proposed development will include an
administration/classroom building, 400'x400' asphalt driving pad, pavilion, and training tower. The site work will
include asphalt paving, concrete paving, grading, erosion control, and utility work. The overall site is
approximately 57.49 acres. The total lease agreement is for 90.43 acres. The proposed increase in impervious
area for the project site is 8.00 acres.
Pertinent Onsite and Offsite Drainage Conditions
The site is undeveloped with vegetation and trees. The site and surrounding areas drain to Boyd's Creek to the
west of the site.
Anticipated Stormwater Impacts & Design Criteria
The additional impervious will require a stormwater control measure to peak flow control caused by the
increase in impervious area. This project will provide a wet pond SCM located west of the driving pad. The wet
pond is sized to treat the proposed additional impervious area as well as the indoor shooting range alternate.
Soils Series and Flood Hazard Areas
The site is located in the Cape Fear River Basin. Soils on the site are mostly Udorthents and Vance Sandy
Loam. hydrologic soil group C, based upon the Alamance County Soils Survey. A review of Flood Hazard
Areas based on the published maps and the NC Flood plain Mapping Information System indicate that there
are no flood zones on site.
Proposed Stormwater Management Practices
There will be a proposed wet pond which will accept flow from the proposed administrative/classroom building,
asphalt driving pad, the future indoor shooting range, and parking lots.
Calculation Method
The Discrete NRCS Curve Number Method was used to calculate pre and post development flows and perform
routing. The rainfall frequency data was collected from NOAA Atlas 14. The Rational Method was used to
calculate the hydraulic grade lines in the storm network to confirm the pipes can meet capacity.
Summary of Results
Site Nitrogen and Phosphorus Loading Requirements:
The site lies within the Boyds Creek watershed which is located within the Jordan Reservoir Watershed. The
nitrogen and phosphorus must be calculated per the state procedures and approved by the stormwater
reviewer. This export will be calculated in pounds per acre per year (Ib/ac/yr). Any activity in the Jordan
delivery zone 030050 shall not exceed 1.43 lb/ac/yr for nitrogen and phosphorus. After stormwater treatment
on site, the total nitrogen load is 3.42 lb/ac/yr and the total phosphorus load is 0.57 lb/ac/yr. There is no
nutrient buydown required to meet the nitrogen and phosphorus loading requirements. The total loading was
calculated for the current project area and the future ACC project area (total leased area) of 90.43 acres.
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TIMMONS GROUP
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ACC Public Safety Training Center
Burlington, NC
Project Number: 49685
Pre/Post:
The wet pond will capture and treat approximately 21.24 acres, of which approximately 8.29 acres is
impervious. The wet pond will reduce flow downstream which would otherwise be increased from the added
impervious. There are three analysis points located on-site where the proposed storm network daylights into
the existing ditches and Boyd's Creek. Drainage area 1 contains the wet pond and will reduce runoff to below
pre-development levels for the 1, 2, and 10 year storm events by treating upstream runoff from the proposed
development. Drainage areas 2 and 3 will reduce runoff to below the pre-development levels for the 1, 2, and
10- year storm events by directing flow to drainage area 1. See the table below for pre-development and post-
development conditions for analysis point 1, 2 and 3.
'
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TIMMONS GROUP

ACC Public Safety Training Center
Burlington, NC
Project Number: 49685
Section 1 : Site Analysis and Narrative
Pre/Post Summary Tables
Site Analysis Point 1
Site Condition 1 Year(cfs) 2 Year (cfs) 10 Year (cfs)
Pre-Development 10.96 17.02 34.63
Post-Development 7.74 12.52 22.98
Site Analysis Point 2
Site Condition 1 Year(cfs) 2 Year(cfs) 10 Year (cfs)
Pre-Development 3.520 5.278 10.36
Post-Development 1.732 2.628 5.193
Site Analysis Point 3
Site Condition 1 Year(cfs) 2 Year(cfs) 10 Year (cfs)
Pre-Development 15.66 24.17 48.79
Post-Development 14.62 22.18 43.86
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TIMMONS GROUP
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ACC Public Safety Training Center
Burlington, NC
Project Number:49685
Section 2: Environmental Maps
Soil Map
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TIMMONS GROUP
YOUN VISION ACNIl VfD iNfiOUON OU NS.

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Burlington, NC
Project Number:49685
Section 2: Environmental Maps
FEMA Map
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TIMMONS GROUP
YOUN VISION ACNIl VfD iNfiOUON OU NS.

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Burlington, NC
Project Number:49685
Section 2: Environmental Maps
USGS Quad Map
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TIMMONS GROUP
YOUN VISION ACNIl VfD iNfiOUON OU NS.

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ACC Public Safety Training Center
Burlington, NC
Project Number:49685
Section 3: Stormwater Calculations
Wet Pond Sizing Calculations
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TIMMONS GROUP
YOUN VISION ACNIl VfD iNfiOUON OU NS.

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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OUR`.-
Project: ACC Public Safety Project No.: 49685
Calculated By: Lynsie Barnes Date: 4/1/2024
Wet Pond Design Calculations SCM 1
Pollutant/ Nutrient Removal
Total Suspended Solids(TSS) 85%
Nitrogen 25%
Phosphorus 40%
Basin Characteristics
Post-Development Drainage Area Calculating Curve Number
Area to Pond Non-Impervious _
Description Acres Description CN Area (Acres) Area"CN
Impervious 8.27 Open Space-Good Condition 12.97 959.78
Non-Impervious 12.97
Subtotal 12.97 959.78
Impervious
Description CN Area (Acres) Area*CN
Parking/Driveway 98 5.70 558.33
Building 98 0.42 41.52
Sidewalk 98 0.08 7.57
Future 98 1.84 180.23
Other 98 0.23 22.82
Subtotal 8.27 1 787.64
Other
Total to Pond 21.24
Pond Basin CN 82 Grand Total 21.24 1747.42
Surface Area to Drainage Area Ratio for Permanent Pool Sizing
Drainage Area to SCM Required Surface Area of Permanent Pool (Forebay&
Impervious Area Acres Main Pond Combined)
Offsite Impervious Area 0.00
Onsite Impervious Area 8.27 Average Depth (ft)= 4.0
Total Impervious Area 8.27 SA/DA Ratio = 1.21
Required SA(ft2)= 11,195
Total Drainage Area To SCM 21.24 SA as Shown (ft2)= 13,004
Percent Impervious Area 39% SA/DA Ratio from latest NCDENR BMP Manual
SA/ DA Pond Volumes and Areas (Below Permanent/ Normal Pool)
Elevation Main Forebay Depth Main Forebay Total
(ft) Area (sf) Area (sf) (ft) Inc. Vol (cf) Inc. Vol (cf) Vol (cf)
608.5 Bottom of Sediment Storage
609.5 6,679 0.0 Top of Sediment Storage
610.0 7,165 0.5 3,461 I 548

611.0 8,160 1,452 1.5 7,662 1,308 12,979
612.0 9,185 1,773 2.5 8,673 1,613 23,264
613.0 10,237 2,118 3.5 9,711 1,946 34,921
614.0 11,314 2,489 4.5 10,776 2,304 48,000
614.5 13,004 3,118 5.0 6,080 1,402 55,481
Total 5.0 46,362 8,571 54,933
Verify the Forebay Volume Is Approximately(15%-20%)of the Permanent Pool Volume. 18.5%
Water Quality and Quantity Volumes (Above Permanent/ Normal Pool)
Elevation Main Forebay Depth Inc Total Accum' Total
(ft) Area(sf) Area (sf) (ft) Vol (cf) Vol (cf)
614.5 13,004 - 0.00 Permanent Pool Elevation Notes
615.0 18,177 - 0.50 7,795 1 7,795
616.0 20,289 - 1.5 19,233 27,028
616.2 20,696 - 1.7 3,845 30,873 WQE/TPE
617.0 22,457 - 2.50 17,528 48,401
618.0 24,682 - 3.50 23,570 71,971
619.0 26,964 - 4.50 25,823 97,794
620.0 29,302 - 5.50 28,133 125,927
621.0 31,697 - 6.50 30,500 156,426
622.0 34,148 - 7.50 32,923 189,349
Verify the Average Depth of Pool (Davg) -Equation 3.
davg= [Vperm pool- [0.5 x Depth max over shelf x Perimeter perm pool x Width submerged part of shelf]/Abottom of shelf
Vperm= 46,362 C.F. (Main Pond)
Abottom shelf= 11,314 S.F. (Main Pond)
Depth of Water over shelf 0.5 FT
Perimeter perm pool= 592 L.F. (Main Pond)
Width submerged part of shelf= 3.0 FT
Davg= 4.06 FT
Depth for SA/DA= 4.00 FT(Round Day down to nearest 0.5 ft)
1.0" Water Quality Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler(1987)
Where: Rv = Runoff Coefficient, in/in
I = Percent Impervious 1= 38.9%
Rv=0.05+0.009(1) Rv= 0.400
1.0 inch runoff volume (Required)
Runoff volume, S=(Design rainfall)(Rv)(Drainage Area)
Design Rainfall = 1.0 inch
Drainage Area = 21.24 acres
Storage Required= 30,873 cu.ft.
Volume Storage For 1.0" Runoff Above Permanent Pool (Provided)
Depth PPE SA(SF) Top Temp Pool SA(SF) Volume(CF) Elevation
1.69 13,004 20,696 30,873 616.19
Size Water Quality Orifice for (2-5) Day Drawdown for 1" Runoff Volume
Qt.=CdA(2gh)1 2 (Orifice Equation; Cd=0.60)
2.50 Orfice Diameter(inches)
0.83 Driving Head to Centroid of Orfice(ft)
0.09 Q1.0" Drawdown Rate(cfs)
30,873 Water Quality Volume (VwQ)
VwQ/(Q1"x 86,400) Drawdown Time (days)
4.1 Drawdown Time da s 2-5 da s
Pond / Riser Data & Elevations
Pond Type Wet Pond
TSS Removal 85%
Top of Pond/Berm 622.00 ft

Secondary Spillway Width 10.00 ft
Bottom of Secondary Spillway 621.0 ft
Top of Riser 620.00 ft (at least 1'Above TPE)
Riser Type/Size 5x5 ft
Top of Water Quality/Temp Pool Elev 616.19 ft (1" Runoff)
Top of Veg. Shelf 615.00 ft
Permanent Pool Elevation (Normal Pool) 614.50 ft
Water Quality Orifice Elevation &Size 614.50 ft 2.50 in
Secondary Orifice Elevation &Size 616.19 ft 0.00 in
Bottom of Veg. Shelf 614.00 ft
Top of Sediment Storage/Pond Bottom 609.50 ft
Bottom of Sediment Storage 608.50 ft (Min 1 ft)
Invert Out of Riser 609.00 ft
Outlet Pipe Size 24.00 in Diameter RCP
Outlet Pipe Length &Slope 143.00 ft 1.05 %
Downstream Outlet Elevation 607.50 ft
1 Yr Water Surface Elev/Peak Flow(CFS) 616.94 ft 4.33 CFS
2 Yr Water Surface Elev Peak Flow(CFS) 617.63 ft 7.02 CFS
10 Yr Water Surface Elev Peak Flow(CFS) 619.60 ft 11.61 CFS
100 Yr Water Surface Elev Peak Flow CFS 621.16 ft 49.18 CFS
Pond Detail
Top of Riser: 620.00 2.5 in WQ Orifice Elev
Top of WQ Pool: 616.19 614.50 10' Berm 622.00
0 inch Orifice
616.19 Spillway 621.00
100 Yr 621.16
10 Yr 619.60
_ 2 Yr 617.63
1 Yr 616.94
A Pond Bottom
609.50
See Plan for
accurate outlet design
Inv Out:
607.50
Diss Pad
Out: 1 Perm Pool - Sediment Bottom Invert609.0043 LF of 24" RCP @
614.50 608.50 ft Base: 608.33 1.05%
Anti-Bouyancy Calculations for the Riser Structure
Riser Dimensions Weight of Structure Displaced Volume
Outside Width 6.33 ft Walls = 24,933 LBS I V= LxWx(HT+Base)= C.F.
Inside Width 5.00 ft Base = 8,088 LBS
Outside Length 6.33 ft Displaced Water=
Inside Length 5.00 ft C.F. *62.4 PCF= LBS
Height 11.00 ft Outlet Pipe= 314 LBS
Base Thick' (ft) 0.67 ft WQ Orifice= 3 LBS Add 15% Factor of Safety
Wall Thick'(ft) 0.67 ft
Ext Base (ft) 1.33 ft Weir#1 = 200 LBS V= 441 C.F.
Total Height(ft) 13.00 ft Weir#2 = 0 LBS
Areas removed from Riser Weir#3 = 0 LBS Disp. Water= 27,532 LBS
Outlet Pipe 3.14 ft Weir#4 = 0 LBS
WQ Orifice 0.03 ft Other#1 = 0 LBS
Orifice#1 2.00 ft Saftety Factor 1.18
Orifice#2 0.00 ft
Orifice#3 0.00 ft Weight= 32,504 LBS Weight= 27,532 LBS
Orifice#4 0.00 ft Precast Concrete Riser Structure to be 5 ft x 5 ft x 11 ft Tall,With a 2 ft Thick Precast Extended
Other 0.00 ft Base

ACC Public Safety Training Center
Burlington, NC
Project Number:49685
Section 3: Stormwater Calculations
Pre/Post Drainage Area Calculations
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TIMMONS GROUP
YOUN VISION ACNIl VfD iNfiOUON OU NS.

ACC Public Safety Training Center
Burlington, NC
Project Number:49685
Section 3: Stormwater Calculations
HGL Calculations
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Hydraflow Table of Contents Stormwater Compliance.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, DA 1 - PRE 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, DA 2 - PRE 6
TR-55 Tc Worksheet 7
Hydrograph No. 3, SCS Runoff, DA 3 - PRE 8
TR-55 Tc Worksheet 9
Hydrograph No. 4, SCS Runoff, DA 1 - POST BYPASS. 10
TR-55 Tc Worksheet 11
Hydrograph No. 5, SCS Runoff, DA 2 - POST 12
TR-55 Tc Worksheet 13
Hydrograph No. 6, SCS Runoff, DA 3 - POST 14
TR-55 Tc Worksheet 15
Hydrograph No. 7, SCS Runoff, DA 1 - POST SCM 16
TR-55 Tc Worksheet 17
Hydrograph No. 8, Reservoir, wetpond 1 18
Hydrograph No. 9, Combine, DA 1 - POST COMBINED 19
2 - Year
Summary Report 20
Hydrograph Reports 21
Hydrograph No. 1, SCS Runoff, DA 1 - PRE 21
Hydrograph No. 2, SCS Runoff, DA 2 - PRE 22
Hydrograph No. 3, SCS Runoff, DA 3 - PRE 23
Hydrograph No. 4, SCS Runoff, DA 1 - POST BYPASS. 24
Hydrograph No. 5, SCS Runoff, DA 2 - POST 25
Hydrograph No. 6, SCS Runoff, DA 3 - POST 26
Hydrograph No. 7, SCS Runoff, DA 1 - POST SCM 27
Hydrograph No. 8, Reservoir, wetpond 1 28
Hydrograph No. 9, Combine, DA 1 - POST COMBINED 29
10 - Year
Summary Report 30
Hydrograph Reports 31
Hydrograph No. 1, SCS Runoff, DA 1 - PRE 31
Hydrograph No. 2, SCS Runoff, DA 2 - PRE 32
Hydrograph No. 3, SCS Runoff, DA 3 - PRE 33
Hydrograph No. 4, SCS Runoff, DA 1 - POST BYPASS. 34
Hydrograph No. 5, SCS Runoff, DA 2 - POST 35
Hydrograph No. 6, SCS Runoff, DA 3 - POST 36
Hydrograph No. 7, SCS Runoff, DA 1 - POST SCM 37
Hydrograph No. 8, Reservoir, wetpond 1 38

Contents continued... Stormwater Compliance.gpw
Hydrograph No. 9, Combine, DA 1 - POST COMBINED 39
IDF Report 40

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
1 2 3 4 7 5 6
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9
Project: Stormwater Compliance.gpw Monday, 04/ 1 /2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
I
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 10.96 17.02 34.63 64.60 DA 1 -PRE
2 SCS Runoff 3.520 5.278 10.36 18.92 DA 2-PRE
3 SCS Runoff 15.66 24.17 48.79 90.79 DA 3-PRE
4 SCS Runoff 3.692 5.733 11.66 21.76 DA 1 -POST BYPASS
5 SCS Runoff 1.732 2.628 5.193 9.532 DA 2-POST
6 SCS Runoff 14.62 22.18 43.86 80.57 DA 3-POST
7 SCS Runoff 25.84 35.85 62.92 I 105.91 DA 1 -POST SCM
8 Reservoir 7 4.331 7.017 11.61 49.18 wetpond 1
9 Combine 4, 8 7.739 12.52 22.98 70.94 DA 1 -POST COMBINED
Proj. file: Stormwater Compliance.gpw Monday, 04/ 1 /2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff I 10.96 2 748 73,708 DA 1 -PRE
2 SCS Runoff 3.520 2 726 11,723 DA 2-PRE
3 SCS Runoff 15.66 2 736 78,726 DA 3-PRE
4 SCS Runoff 3.692 2 748 24,829 DA 1 -POST BYPASS
5 SCS Runoff 1.732 2 734 8,152 DA 2-POST
6 SCS Runoff 14.62 2 736 72,236 DA 3-POST
7 SCS Runoff 25.84 2 728 96,367 DA 1 -POST SCM
8 Reservoir 4.331 2 764 94,611 7 616.94 47,036 wetpond 1
9 Combine 7.739 2 754 119,441 4,8 DA 1 -POST COMBINED
Stormwater Compliance.gpw Return Period: 1 Year Monday, 04/ 1 /2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 1
DA 1 - PRE
Hydrograph type = SCS Runoff Peak discharge = 10.96 cfs
Storm frequency = 1 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 73,708 cuft
Drainage area = 24.550 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.90 min
Total precip. = 2.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - PRE
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 — 2.00
0.00 - ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
DA 1 - PRE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.45 0.00 0.00
Land slope (%) = 2.50 0.00 0.00
Travel Time (min) = 45.55 + 0.00 + 0.00 = 45.55
Shallow Concentrated Flow
Flow length (ft) = 479.00 0.00 0.00
Watercourse slope (%) = 3.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.79 0.00 0.00
Travel Time (min) = 2.86 + 0.00 + 0.00 = 2.86
Channel Flow
X sectional flow area (sqft) = 1.23 7.07 0.00
Wetted perimeter(ft) = 3.93 9.42 0.00
Channel slope (%) = 1.50 3.50 0.00
Manning's n-value = 0.023 0.050 0.015
Velocity (ft/s) =3.64
4.60
0.00
Flow length (ft) ({0})181.0 728.0 0.0
Travel Time (min) = 0.83 + 2.64 + 0.00 = 3.47
Total Travel Time, Tc 51.90 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 2
DA 2 - PRE
Hydrograph type = SCS Runoff Peak discharge = 3.520 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 11,723 cuft
Drainage area = 3.710 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 2.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2 - PRE
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
4.00 - 4.00
I
3.00 3.00
2.00 - - 2.00
1.00 1.00
0.00 — - \- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 2
DA2 - PRE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 215.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.45 0.00 0.00
Land slope (%) = 14.00 0.00 0.00
Travel Time (min) = 17.52 + 0.00 + 0.00 = 17.52
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 1.23 0.00 0.00
Wetted perimeter(ft) = 3.93 0.00 0.00
Channel slope (%) = 3.30 0.00 0.00
Manning's n-value = 0.025 0.015 0.015
Velocity (ft/s) =4.97
0.00
0.00
Flow length (ft) ({0})626.0 0.0 0.0
Travel Time (min) = 2.10 + 0.00 + 0.00 = 2.10
Total Travel Time, Tc 19.60 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 3
DA3 - PRE
Hydrograph type = SCS Runoff Peak discharge = 15.66 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 78,726 cuft
Drainage area = 26.730 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 34.50 min
Total precip. = 2.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA3 - PRE
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 J - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

9
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 3
DA3 - PRE
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.45 0.00 0.00
Land slope (%) = 5.60 0.00 0.00
Travel Time (min) = 32.99 + 0.00 + 0.00 = 32.99
Shallow Concentrated Flow
Flow length (ft) = 181 .00 0.00 0.00
Watercourse slope (%) = 14.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =6.21 0.00 0.00
Travel Time (min) = 0.49 + 0.00 + 0.00 = 0.49
Channel Flow
X sectional flow area (sqft) = 1.23 0.00 0.00
Wetted perimeter(ft) = 3.93 0.00 0.00
Channel slope (%) = 6.25 0.00 0.00
Manning's n-value = 0.050 0.015 0.015
Velocity (ft/s) =3.42
0.00
0.00
Flow length (ft) ({0})205.0 0.0 0.0
Travel Time (min) = 1.00 + 0.00 + 0.00 = 1.00
Total Travel Time, Tc 34.50 min

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 4
DA 1 - POST BYPASS
Hydrograph type = SCS Runoff Peak discharge = 3.692 cfs
Storm frequency = 1 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 24,829 cuft
Drainage area = 8.270 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.80 min
Total precip. = 2.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - POST BYPASS
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 — — J ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 4
DA 1 - POST BYPASS
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.45 0.00 0.00
Land slope (%) = 2.50 0.00 0.00
Travel Time (min) = 45.55 + 0.00 + 0.00 = 45.55
Shallow Concentrated Flow
Flow length (ft) = 479.00 314.00 0.00
Watercourse slope (%) = 3.31 2.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =2.94 2.28 0.00
Travel Time (min) = 2.72 + 2.29 + 0.00 = 5.01
Channel Flow
X sectional flow area (sqft) = 1.23 1 .77 7.07
Wetted perimeter(ft) = 3.93 4.71 9.42
Channel slope (%) = 1.50 2.50 3.40
Manning's n-value = 0.013 0.013 0.026
Velocity (ft/s) =6.45
9.41
8.72
Flow length (ft) ({0})181 .0 57.0 338.0
Travel Time (min) = 0.47 + 0.10 + 0.65 = 1.22
Total Travel Time, Tc 51.80 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 5
DA 2 - POST
Hydrograph type = SCS Runoff Peak discharge = 1.732 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 8,152 cuft
Drainage area = 2.548 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.70 min
Total precip. = 2.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2 - POST
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
2.00 - 2.00
•
1.00 - •
1.00
•
•
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 5
DA 2 - POST
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.45 0.00 0.00
Land slope (%) = 5.81 0.00 0.00
Travel Time (min) = 32.51 + 0.00 + 0.00 = 32.51
Shallow Concentrated Flow
Flow length (ft) = 45.00 0.00 0.00
Watercourse slope (%) = 6.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.11 0.00 0.00
Travel Time (min) = 0.18 + 0.00 + 0.00 = 0.18
Channel Flow
X sectional flow area (sqft) = 1.23 0.00 0.00
Wetted perimeter(ft) = 3.93 0.00 0.00
Channel slope (%) = 3.09 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =4.63
0.00
0.00
Flow length (ft) ({0})267.0 0.0 0.0
Travel Time (min) = 0.96 + 0.00 + 0.00 = 0.96
Total Travel Time, Tc 33.70 min

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 6
DA 3 - POST
Hydrograph type = SCS Runoff Peak discharge = 14.62 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 72,236 cuft
Drainage area = 23.124 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 34.10 min
Total precip. = 2.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3 - POST
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
15.00 15.00
•
12.00 — • 12.00
9.00 9.00
6.00 6.00
1
3.00 - 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

15
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 6
DA 3 - POST
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.45 0.00 0.00
Land slope (%) = 5.60 0.00 0.00
Travel Time (min) = 32.99 + 0.00 + 0.00 = 32.99
Shallow Concentrated Flow
Flow length (ft) = 135.00 0.00 0.00
Watercourse slope (%) = 15.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =6.25 0.00 0.00
Travel Time (min) = 0.36 + 0.00 + 0.00 = 0.36
Channel Flow
X sectional flow area (sqft) = 1.23 0.00 0.00
Wetted perimeter(ft) = 3.93 0.00 0.00
Channel slope (%) = 4.71 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =5.71
0.00
0.00
Flow length (ft) ({0})247.0 0.0 0.0
Travel Time (min) = 0.72 + 0.00 + 0.00 = 0.72
Total Travel Time, Tc 34.10 min

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 7
DA 1 - POST SCM
Hydrograph type = SCS Runoff Peak discharge = 25.84 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 96,367 cuft
Drainage area = 21.240 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.20 min
Total precip. = 2.86 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - POST SCM
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - � - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

17
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 7
DA 1 - POST SCM
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 105.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.45 0.00 0.00
Land slope (%) = 3.00 0.00 0.00
Travel Time (min) = 18.28 + 0.00 + 0.00 = 18.28
Shallow Concentrated Flow
Flow length (ft) = 407.00 0.00 0.00
Watercourse slope (%) = 3.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.02 0.00 0.00
Travel Time (min) = 2.25 + 0.00 + 0.00 = 2.25
Channel Flow
X sectional flow area (sqft) = 1.23 3.14 7.07
Wetted perimeter(ft) = 3.93 6.28 9.42
Channel slope (%) = 0.66 1 .00 3.40
Manning's n-value = 0.013 0.013 0.050
Velocity (ft/s) =4.28
7.20
4.53
Flow length (ft) ({0})610.0 507.0 572.0
Travel Time (min) = 2.38 + 1.17 + 2.10 = 5.65
Total Travel Time, Tc 26.20 min

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 8
wetpond 1
Hydrograph type = Reservoir Peak discharge = 4.331 cfs
Storm frequency = 1 yrs Time to peak = 764 min
Time interval = 2 min Hyd. volume = 94,611 cuft
Inflow hyd. No. = 7 - DA 1 - POST SCM Max. Elevation = 616.94 ft
Reservoir name = Wet Pond 1 Max. Storage = 47,036 cuft
Storage Indication method used.
wetpond 1
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - I - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 8 Hyd No. 7 II I II Total storage used =47,036 cuft

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 9
DA 1 - POST COMBINED
Hydrograph type = Combine Peak discharge = 7.739 cfs
Storm frequency = 1 yrs Time to peak = 754 min
Time interval = 2 min Hyd. volume = 119,441 cuft
Inflow hyds. = 4, 8 Contrib. drain. area = 8.270 ac
DA 1 - POST COMBINED
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
8.00 - 8.00
6.00 - 6.00
4.00 - 4.00
2.00 - 2.00
6.11
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 9 Hyd No. 4 Hyd No. 8

20
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 17.02 2 746 108,273 DA 1 -PRE
2 SCS Runoff 5.278 2 726 17,057 DA 2-PRE
3 SCS Runoff 24.17 2 736 115,644 DA 3-PRE
4 SCS Runoff 5.733 2 746 36,473 DA 1 -POST BYPASS
5 SCS Runoff 2.628 2 734 11,861 DA 2-POST
6 SCS Runoff 22.18 2 736 105,105 DA 3-POST
7 SCS Runoff 35.85 2 728 132,167 DA 1 -POST SCM
8 Reservoir 7.017 2 758 130,383 7 617.63 63,260 wetpond 1
9 Combine 12.52 2 750 166,855 4,8 DA 1 -POST COMBINED
Stormwater Compliance.gpw Return Period: 2 Year Monday, 04/ 1 /2024

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 1
DA 1 - PRE
Hydrograph type = SCS Runoff Peak discharge = 17.02 cfs
Storm frequency = 2 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 108,273 cuft
Drainage area = 24.550 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.90 min
Total precip. = 3.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - PRE
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
18.00 - 18.00
A
15.00 15.00
12.00 12.00
I
9.00 9.00
I
6.00 6.00
3.00 3.00
A hill111111i -
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 2
DA2 - PRE
Hydrograph type = SCS Runoff Peak discharge = 5.278 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 17,057 cuft
Drainage area = 3.710 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 3.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2 - PRE
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
6.00 6.00
•
5.00 5.00
4.00 4.00
3.00 I 3.00
I
2.00 _ . 2.00
1.00 1.00
)--- "--""------------
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 3
DA3 - PRE
Hydrograph type = SCS Runoff Peak discharge = 24.17 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 115,644 cuft
Drainage area = 26.730 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 34.50 min
Total precip. = 3.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA3 - PRE
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
28.00 28.00
24.00 ' 24.00
20.00 20.00
•
16.00 16.00
12.00 12.00
8.00 8.00
I
4.00 4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 4
DA 1 - POST BYPASS
Hydrograph type = SCS Runoff Peak discharge = 5.733 cfs
Storm frequency = 2 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 36,473 cuft
Drainage area = 8.270 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.80 min
Total precip. = 3.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - POST BYPASS
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
6.00 6.00
_ 1
5.00 5.00
4.00 4.00
3.00 3.00
I
2.00 2.00
1.00 1.00
0.00 - �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 5
DA 2 - POST
Hydrograph type = SCS Runoff Peak discharge = 2.628 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 11,861 cuft
Drainage area = 2.548 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.70 min
Total precip. = 3.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2 - POST
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 - IMMO 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 6
DA 3 - POST
Hydrograph type = SCS Runoff Peak discharge = 22.18 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 105,105 cuft
Drainage area = 23.124 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 34.10 min
Total precip. = 3.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3 - POST
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
I
16.00 16.00
12.00 12.00
8.00 8.00
p
) _
4.00 4.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 7
DA 1 - POST SCM
Hydrograph type = SCS Runoff Peak discharge = 35.85 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 132,167 cuft
Drainage area = 21.240 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.20 min
Total precip. = 3.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - POST SCM
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
40.00 40.00
— 'I-
30.00 30.00
20.00 20.00
I
10.00 10.00
0.00 .2 - L— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 8
wetpond 1
Hydrograph type = Reservoir Peak discharge = 7.017 cfs
Storm frequency = 2 yrs Time to peak = 758 min
Time interval = 2 min Hyd. volume = 130,383 cuft
Inflow hyd. No. = 7 - DA 1 - POST SCM Max. Elevation = 617.63 ft
Reservoir name = Wet Pond 1 Max. Storage = 63,260 cuft
Storage Indication method used.
wetpond 1
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
— Hyd No. 8 Hyd No. 7 1111111 I Total storage used = 63,260 cuft

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 9
DA 1 - POST COMBINED
Hydrograph type = Combine Peak discharge = 12.52 cfs
Storm frequency = 2 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 166,855 cuft
Inflow hyds. = 4, 8 Contrib. drain. area = 8.270 ac
DA 1 - POST COMBINED
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 9 Hyd No. 4 Hyd No. 8

30
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 34.63 2 746 209,479 DA 1 -PRE
2 SCS Runoff 10.36 2 724 32,549 DA 2-PRE
3 SCS Runoff 48.79 2 736 223,740 DA 3-PRE
4 SCS Runoff 11.66 2 746 70,566 DA 1 -POST BYPASS
5 SCS Runoff 5.193 2 734 22,634 DA 2-POST
6 SCS Runoff 43.86 2 736 200,568 DA 3-POST
7 SCS Runoff 62.92 2 728 230,977 DA 1 -POST SCM
8 Reservoir 11.61 2 758 229,146 7 619.60 114,574 wetpond 1
9 Combine 22.98 2 748 299,712 4,8 DA 1 -POST COMBINED
Stormwater Compliance.gpw Return Period: 10 Year Monday, 04/ 1 /2024

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 1
DA 1 - PRE
Hydrograph type = SCS Runoff Peak discharge = 34.63 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 209,479 cuft
Drainage area = 24.550 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.90 min
Total precip. = 4.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - PRE
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
35.00 35.00
II
30.00 30.00
25.00 25.00
20.00 iL
20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 2
DA2 - PRE
Hydrograph type = SCS Runoff Peak discharge = 10.36 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 32,549 cuft
Drainage area = 3.710 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 19.60 min
Total precip. = 4.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA2 - PRE
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
12.00 - 12.00
10.00 - I 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 3
DA3 - PRE
Hydrograph type = SCS Runoff Peak discharge = 48.79 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 223,740 cuft
Drainage area = 26.730 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 34.50 min
Total precip. = 4.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA3 - PRE
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 4
DA 1 - POST BYPASS
Hydrograph type = SCS Runoff Peak discharge = 11.66 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 70,566 cuft
Drainage area = 8.270 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 51.80 min
Total precip. = 4.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - POST BYPASS
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 - �— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 5
DA 2 - POST
Hydrograph type = SCS Runoff Peak discharge = 5.193 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 22,634 cuft
Drainage area = 2.548 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 33.70 min
Total precip. = 4.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 2 - POST
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 6
DA 3 - POST
Hydrograph type = SCS Runoff Peak discharge = 43.86 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 200,568 cuft
Drainage area = 23.124 ac Curve number = 75
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 34.10 min
Total precip. = 4.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 3 - POST
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 7
DA 1 - POST SCM
Hydrograph type = SCS Runoff Peak discharge = 62.92 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 230,977 cuft
Drainage area = 21.240 ac Curve number = 82
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 26.20 min
Total precip. = 4.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
DA 1 - POST SCM
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 8
wetpond 1
Hydrograph type = Reservoir Peak discharge = 11.61 cfs
Storm frequency = 10 yrs Time to peak = 758 min
Time interval = 2 min Hyd. volume = 229,146 cuft
Inflow hyd. No. = 7 - DA 1 - POST SCM Max. Elevation = 619.60 ft
Reservoir name = Wet Pond 1 Max. Storage = 114,574 cuft
Storage Indication method used.
wetpond 1
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 k 10.00
-
0.00 - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used = 114,574 cuft

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Hyd. No. 9
DA 1 - POST COMBINED
Hydrograph type = Combine Peak discharge = 22.98 cfs
Storm frequency = 10 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 299,712 cuft
Inflow hyds. = 4, 8 Contrib. drain. area = 8.270 ac
DA 1 - POST COMBINED
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
1\
4.00 4.00
0.00 �' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 9 Hyd No. 4 Hyd No. 8

40
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Monday,04/1 /2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 57.6423 12.4000 0.8802
2 0.1447 0.1000 -0.8450
3 0.0000 0.0000 0.0000
5 0.0000 0.0000 0.0000
10 69.3966 12.4000 0.8018
25 57.9561 10.8000 0.7333
50 52.6667 10.0000 0.6941
100 47.9028 9.2000 0.6571
File name:ACC PSTC.IDF
Intensity= B/(Tc + D)AE
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.66 3.74 3.13 2.70 2.38 2.13 1.93 1.77 1.63 1.52 1.42 1.33
2 0.57 1.02 1.43 1.83 2.20 2.57 2.93 3.27 3.62 3.95 4.28 4.61
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10 7.03 5.74 4.88 4.27 3.80 3.44 3.15 2.90 2.70 2.52 2.37 2.24
25 7.66 6.26 5.35 4.69 4.20 3.82 3.51 3.25 3.04 2.85 2.69 2.55
50 8.04 6.58 5.64 4.97 4.47 4.07 3.75 3.49 3.26 3.07 2.91 2.76
100 8.38 6.87 5.90 5.22 4.70 4.30 3.97 3.70 3.48 3.28 3.11 2.96
Tc=time in minutes.Values may exceed 60.
Precip.file name:S:\333\49685-ACC_Public Safety\Calc\Stm\ACC PSTC.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.86 3.45 0.00 4.40 4.96 5.85 6.56 7.28
SCS 6-Hr 2.04 2.46 0.00 0.00 3.50 4.10 4.55 5.01
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
30
29
28
31
32
Outfall 33
37
34
35 38
36
40
39
Outfall
1
Outfall
Outfall
20 2
27
21
26 3
22 19
25 4
5 8 7 8
23 10
18 17 9
24
11
12
13 16
14 15
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date:8/17/2023
Storm Sewers v2023.00

Storm Sewer Inventory Report Pagel
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 78.483 31.149 DrGrt 0.00 0.30 0.35 5.0 637.00 0.76 637.60 30 Cir 0.013 1.29 644.50 0101-0100
2 1 88.208 56.470 DrGrt 0.00 0.83 0.36 5.0 637.80 0.73 638.44 30 Cir 0.013 0.50 643.60 0102-0101
3 2 118.788 2.900 DrGrt 0.00 0.20 0.43 5.0 638.64 0.73 639.51 30 Cir 0.013 1.43 644.68 0103-0102
4 3 77.128 6.795 DrGrt 0.00 0.29 0.85 5.0 639.71 0.73 640.27 30 Cir 0.013 2.19 645.90 0104-0103
5 4 95.111 -97.314 DrGrt 0.00 0.08 0.93 5.0 641.52 2.99 644.36 15 Cir 0.013 1.50 647.75 0112-0104
6 5 57.921 6.912 DrGrt 0.00 0.22 0.95 5.0 644.56 2.99 646.29 15 Cir 0.013 1.49 649.35 0113-0112
7 6 127.988 -6.701 DrGrt 0.00 0.23 0.95 5.0 646.50 1.02 647.80 15 Cir 0.013 1.50 651.00 0114-0113
8 7 96.113 -0.063 Comb 0.00 0.61 0.35 5.0 648.00 3.72 651.58 15 Cir 0.013 1.00 653.02 0115-0114
9 7 64.483 89.789 DrGrt 0.00 0.19 0.95 5.0 647.90 0.54 648.25 15 Cir 0.013 1.00 651.00 0119-0114
10 4 63.859 -9.098 DrGrt 0.00 0.01 0.62 5.0 640.77 0.50 641.09 24 Cir 0.013 0.50 645.90 0105-0104
11 10 71.767 -8.239 DrGrt 0.00 0.85 0.68 5.0 641.29 0.50 641.65 24 Cir 0.013 0.60 645.90 0106-0105
12 11 95.969 -20.099 DrGrt 0.00 0.09 0.45 5.0 641.85 0.78 642.60 24 Cir 0.013 0.70 653.90 0107-0106
13 12 117.128 24.217 DrGrt 0.00 0.27 0.38 5.0 642.80 0.78 643.71 24 Cir 0.013 1.49 653.25 0108-0107
14 13 136.366 -83.949 DrGrt 0.00 0.51 0.72 5.0 643.91 0.78 644.98 24 Cir 0.013 0.50 653.25 0109-0108
15 14 120.792 0.000 DrGrt 0.00 0.12 0.37 5.0 645.48 0.66 646.28 18 Cir 0.013 1.35 653.25 0110-0109
16 15 139.426 -61.588 DrGrt 0.00 2.68 0.39 5.0 646.48 0.66 647.41 18 Cir 0.013 1.00 650.90 0111-0110
17 6 64.954 83.101 DrGrt 0.00 0.18 0.95 5.0 646.49 0.50 646.81 15 Cir 0.013 1.00 649.35 0118-0113
18 5 63.849 91.453 DrGrt 0.00 0.14 0.84 5.0 644.70 0.83 645.23 8 Cir 0.010 1.00 647.90 0117-0112
19 3 52.000 -70.934 DrGrt 0.00 0.37 0.37 5.0 641.33 4.65 643.75 8 Cir 0.010 1.00 646.50 0116-0112
20 End 84.558 20.379 DrGrt 0.00 0.27 0.81 5.0 614.00 2.37 616.00 30 Cir 0.013 2.03 634.50 0301-0300
21 20 100.000 69.621 DrGrt 0.00 0.26 0.82 5.0 624.90 1.50 626.40 30 Cir 0.013 1.50 634.51 0302-0301
22 21 100.234 0.000 DrGrt 0.00 0.25 0.82 5.0 626.90 1.50 628.40 24 Cir 0.013 1.50 634.50 0303-0302
23 22 100.000 0.000 DrGrt 0.00 0.27 0.82 5.0 628.90 1.50 630.40 18 Cir 0.013 1.50 634.51 0304-0303
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
Storm Sewers v2023.00

Storm Sewer Inventory Report Page2
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
24 23 99.174 -90.000 DrGrt 0.00 1.08 0.93 5.0 630.65 2.45 633.08 15 Cir 0.013 1.00 636.25 0308-0304
25 22 99.174 -90.000 DrGrt 0.00 0.93 0.95 5.0 629.15 3.63 632.75 15 Cir 0.013 1.00 636.25 0307-0303
26 21 99.174 -90.000 DrGrt 0.00 0.97 0.95 5.0 627.65 5.14 632.75 15 Cir 0.013 1.00 636.25 0306-0302
27 20 99.174 -20.379 DrGrt 0.00 0.97 0.95 5.0 626.15 6.66 632.75 15 Cir 0.013 1.00 636.25 0305-0301
28 End 198.301 -9.643 MH 0.00 0.00 0.00 0.0 624.00 0.61 625.21 24 Cir 0.013 0.73 634.84 0204-0203
29 28 89.150 -43.443 Comb 0.00 0.26 0.95 5.0 625.96 0.80 626.67 15 Cir 0.013 1.27 631.50 0209-0204
30 29 96.843 54.466 Comb 0.00 0.45 0.95 5.0 626.87 0.80 627.65 15 Cir 0.013 1.00 631.50 0210-0209
31 28 158.093 26.134 DrGrt 0.00 0.27 0.35 5.0 625.41 0.61 626.37 24 Cir 0.013 0.79 632.75 0205-0204
32 31 59.283 -27.999 Comb 0.00 0.06 0.95 5.0 626.87 0.66 627.26 18 Cir 0.013 0.78 632.70 0206-0205
33 32 91.533 27.447 Comb 0.00 0.32 0.95 5.0 627.46 0.66 628.06 18 Cir 0.013 1.43 632.36 0207-0206
34 33 31.638 69.969 DrGrt 0.00 0.15 0.35 5.0 628.56 1.39 629.00 12 Cir 0.010 1.26 632.75 0211-0207
35 34 37.944 -54.163 DrGrt 0.00 0.09 0.35 5.0 629.20 1.37 629.72 12 Cir 0.010 0.80 633.50 0212-0211
36 35 54.000 -28.346 DrGrt 0.00 0.26 0.35 5.0 629.92 1.39 630.67 10 Cir 0.010 1.00 633.50 0213-0212
37 33 118.165 -12.063 Comb 0.00 0.11 0.91 5.0 628.31 0.69 629.13 15 Cir 0.013 1.37 632.35 0208-0207
38 37 39.414 63.920 DrGrt 0.00 0.84 0.35 5.0 629.55 0.48 629.74 10 Cir 0.010 1.00 632.25 0214-0208
39 End 105.364 -119.329 DrGrt 0.00 0.03 0.35 5.0 614.00 1.23 615.30 24 Cir 0.013 0.82 619.50 0201-0200
40 39 69.804 29.579 Comb 0.00 0.70 0.35 5.0 615.50 1.43 616.50 24 Cir 0.013 1.00 618.75 0202-0201
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
Storm Sewers v2023.00

Structure Report Pagel
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 0101 DropGrate 644.50 Rect 3.00 4.00 30 Cir 637.60 30 Cir 637.80
2 0102 DropGrate 643.60 Rect 3.00 4.00 30 Cir 638.44 30 Cir 638.64
3 0103 DropGrate 644.68 Rect 3.00 4.00 30 Cir 639.51 30 Cir 639.71
8 Cir 641.33
4 0104 DropGrate 645.90 Rect 3.00 4.00 30 Cir 640.27 15 Cir 641.52
24 Cir 640.77
5 0112 DropGrate 647.75 Rect 3.00 4.00 15 Cir 644.36 15 Cir 644.56
8 Cir 644.70
6 0113 DropGrate 649.35 Rect 3.00 4.00 15 Cir 646.29 15 Cir 646.50
15 Cir 646.49
7 0114 DropGrate 651.00 Rect 3.00 4.00 15 Cir 647.80 15 Cir 648.00
15 Cir 647.90
8 0115 Combination 653.02 Rect 3.00 4.00 15 Cir 651.58
9 0119 DropGrate 651.00 Rect 3.00 4.00 15 Cir 648.25
10 0105 DropGrate 645.90 Rect 3.00 4.00 24 Cir 641.09 24 Cir 641.29
11 0106 DropGrate 645.90 Rect 3.00 4.00 24 Cir 641.65 24 Cir 641.85
12 0107 DropGrate 653.90 Rect 3.00 4.00 24 Cir 642.60 24 Cir 642.80
13 0108 DropGrate 653.25 Rect I 3.00 4.00 24 Cir 643.71 24 Cir 643.91
14 0109 DropGrate 653.25 Rect 3.00 4.00 24 Cir 644.98 18 Cir 645.48
15 0110 DropGrate 653.25 Rect 3.00 4.00 18 Cir 646.28 18 Cir 646.48
16 0111 DropGrate 650.90 Rect 3.00 4.00 18 Cir 647.41
17 0118 DropGrate 649.35 Rect 3.00 4.00 15 Cir 646.81
18 0117 DropGrate 647.90 Cir 2.00 2.00 8 Cir 645.23
19 0116 DropGrate 646.50 Cir 2.00 2.00 8 Cir 643.75
20 0301 DropGrate 634.50 Rect 3.00 4.00 30 Cir 616.00 30 Cir 624.90
15 Cir 626.15
Project File: 0100 Pipe Conveyance4.stm Number of Structures:40 Run Date: 8/17/2023
Storm Sewers v2023.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
21 0302 DropGrate 634.51 Rect 3.00 4.00 30 Cir 626.40 24 Cir 626.90
15 Cir 627.65
22 0303 DropGrate 634.50 Rect 3.00 4.00 24 Cir 628.40 18 Cir 628.90
15 Cir 629.15
23 0304 DropGrate 634.51 Rect 3.00 4.00 18 Cir 630.40 15 Cir 630.65
24 0308 DropGrate 636.25 Rect 3.00 4.00 15 Cir 633.08
25 0307 DropGrate 636.25 Cir 3.00 4.00 15 Cir 632.75
26 0306 DropGrate 636.25 Rect 3.00 4.00 15 Cir 632.75
27 0305 DropGrate 636.25 Rect 3.00 4.00 15 Cir 632.75
28 0204 Manhole 634.84 Rect 3.00 4.00 24 Cir 625.21 15 Cir 625.96
24 Cir 625.41
29 0209 Combination 631.50 Rect 3.00 4.00 15 Cir 626.67 15 Cir 626.87
30 0210 Combination 631.50 Rect 3.00 4.00 15 Cir 627.65
31 0205 DropGrate 632.75 Cir 3.00 4.00 24 Cir 626.37 18 Cir 626.87
32 0206 Combination 632.70 Cir 3.00 4.00 18 Cir 627.26 18 Cir 627.46
33 0207 Combination 632.36 Cir 3.00 4.00 18 Cir 628.06 12 Cir 628.56
15 Cir 628.31
34 0211 DropGrate 632.75 Rect 2.00 2.00 12 Cir 629.00 12 Cir 629.20
35 0212 DropGrate 633.50 Cir 2.00 2.00 12 Cir 629.72 10 Cir 629.92
36 0213 DropGrate 633.50 Rect 2.00 2.00 10 Cir 630.67
37 0208 Combination 632.35 Rect 3.00 4.00 15 Cir 629.13 10 Cir 629.55
38 0214 DropGrate 632.25 Rect 2.00 2.00 10 Cir 629.74
39 0201 DropGrate 619.50 Rect 3.00 4.00 24 Cir 615.30 24 Cir 615.50
40 0202 Combination 618.75 Rect 3.00 4.00 24 Cir 616.50
Project File: 0100 Pipe Conveyance4.stm Number of Structures:40 Run Date: 8/17/2023
Storm Sewers v2023.00

Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 0101-0100 33.53 30 Cir 78.483 637.00 637.60 0.764 638.92 639.57 n/a 639.57 End DropGrate
2 0102-0101 33.00 30 Cir 88.208 637.80 638.44 0.726 639.74 640.40 0.50 640.40 1 DropGrate
3 0103-0102 31.03 30 Cir 118.788 638.64 639.51 0.726 640.48 641.40 n/a 641.40 2 DropGrate
4 0104-0103 29.50 30 Cir 77.128 639.71 640.27 0.726 641.47 642.12 n/a 642.12 3 DropGrate
5 0112-0104 10.13 15 Cir 95.111 641.52 644.36 2.988 642.45 645.55 n/a 645.55 4 DropGrate
6 0113-0112 8.56 15 Cir 57.921 644.56 646.29 2.988 645.55 647.43 1.23 647.43 5 DropGrate
7 0114-0113 5.42 15 Cir 127.988 646.50 647.80 1.016 647.43 648.74 n/a 648.74 6 DropGrate
8 0115-0114 1.95 15 Cir 96.113 648.00 651.58 3.725 648.74 652.14 n/a 652.14 j 7 Combination
9 0119-0114 1.69 15 Cir 64.483 647.90 648.25 0.543 648.74 648.77 0.19 648.77 7 DropGrate
10 0105-0104 17.91 24 Cir 63.859 640.77 641.09 0.501 642.77* 643.17* 0.25 643.42 4 DropGrate
11 0106-0105 18.03 24 Cir 71.767 641.29 641.65 0.501 643.42* 643.88E 0.31 644.19 10 DropGrate
12 0107-0106 13.47 24 Cir 95.969 641.85 642.60 0.780 644.19 644.49 0.21 644.70 11 DropGrate
13 0108-0107 13.40 24 Cir 117.128 642.80 643.71 0.780 644.70 645.03 n/a 645.03 j 12 DropGrate
14 0109-0108 12.85 24 Cir 136.366 643.91 644.98 0.780 645.08 646.27 0.28 646.27 13 DropGrate
15 0110-0109 9.78 18 Cir 120.792 645.48 646.28 0.664 646.98* 648.03* 0.64 648.67 14 DropGrate
16 0111-0110 9.56 18 Cir 139.426 646.48 647.41 0.664 648.67* 649.83E 0.45 650.28 15 DropGrate
17 0118-0113 1.53 15 Cir 64.954 646.49 646.81 0.500 647.43 647.47 0.09 647.55 6 DropGrate
18 0117-0112 1.07 8 Cir 63.849 644.70 645.23 0.830 645.55 645.81 0.17 645.98 5 DropGrate
19 0116-0112 1.25 8 Cir 52.000 641.33 643.75 4.654 641.61 644.28 0.28 644.28 3 DropGrate
20 0301-0300 39.98 30 Cir 84.558 614.00 616.00 2.365 615.45 618.13 2.55 618.13 End DropGrate
21 0302-0301 30.41 30 Cir 100.000 624.90 626.40 1.500 626.30 628.28 n/a 628.28 20 DropGrate
22 0303-0302 20.67 24 Cir 100.234 626.90 628.40 1.500 628.28 630.03 1.33 630.03 21 DropGrate
23 0304-0303 11.09 18 Cir 100.000 628.90 630.40 1.500 630.03 631.67 n/a 631.67 22 DropGrate
24 0308-0304 9.19 15 Cir 99.174 630.65 633.08 2.449 631.67 634.24 0.93 634.24 23 DropGrate
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date:8/17/2023
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Storm Sewer Summary Report Page2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
25 0307-0303 8.07 15 Cir 99.174 629.15 632.75 3.630 630.03 633.87 0.76 633.87 22 DropGrate
26 0306-0302 8.39 15 Cir 99.174 627.65 632.75 5.142 628.33 633.88 n/a 633.88 21 DropGrate
27 0305-0301 8.42 15 Cir 99.174 626.15 632.75 6.656 626.78 633.88 n/a 633.88 20 DropGrate
28 0204-0203 13.79 24 Cir 198.301 624.00 625.21 0.609 625.33 626.54 0.43 626.54 End Manhole
29 0209-0204 6.04 15 Cir 89.150 625.96 626.67 0.796 627.05 627.76 0.56 628.32 28 Combination
30 0210-0209 3.92 15 Cir 96.843 626.87 627.65 0.800 628.32 628.62 0.23 628.85 29 Combination
31 0205-0204 8.64 24 Cir 158.093 625.41 626.37 0.609 626.54 627.42 n/a 627.42 j 28 DropGrate
32 0206-0205 7.91 18 Cir 59.283 626.87 627.26 0.659 628.01 628.40 0.36 628.76 31 Combination
33 0207-0206 7.57 18 Cir 91.533 627.46 628.06 0.659 628.76 629.15 0.67 629.82 32 Combination
34 0211-0207 1.53 12 Cir 31.638 628.56 629.00 1.391 629.82 629.84 0.09 629.93 33 DropGrate
35 0212-0211 1.09 12 Cir 37.944 629.20 629.72 1.370 629.93 630.16 n/a 630.16 j 34 DropGrate
36 0213-0212 0.83 10 Cir 54.000 629.92 630.67 1.389 630.20 631.07 n/a 631.07 35 DropGrate
37 0208-0207 3.60 15 Cir 118.165 628.31 629.13 0.692 629.82 630.15 0.24 630.39 33 Combination
38 0214-0208 2.69 10 Cir 39.414 629.55 629.74 0.482 630.39* 630.74* 0.38 631.12 37 DropGrate
39 0201-0200 2.17 24 Cir 105.364 614.00 615.30 1.234 614.40 615.81 0.15 615.81 End DropGrate
40 0202-0201 2.24 24 Cir 69.804 615.50 616.50 1.433 615.89 617.02 0.19 617.02 39 Combination
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date:8/17/2023
NOTES: Return period= 10 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2023.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 0101 0.96 0.00 0.96 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.10 12.06 0.10 12.06 0.0 Off
2 0102 2.71 0.00 2.71 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.20 22.13 0.20 22.13 0.0 Off
3 0103 0.79 0.00 0.79 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 10.82 0.09 10.82 0.0 Off
4 0104 2.26 0.00 2.26 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.18 19.82 0.18 19.82 0.0 Off
5 0112 0.66 0.00 0.66 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.08 9.86 0.08 9.86 0.0 Off
6 0113 1.92 0.00 1.92 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 18.01 0.16 18.01 0.0 Off
7 0114 2.03 0.00 2.03 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.17 18.57 0.17 18.57 0.0 Off
8 0115 1.95 0.00 1.95 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.14 7.10 0.31 7.10 2.0 Off
9 0119 1.69 0.00 1.69 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.15 16.68 0.15 16.68 0.0 Off
10 0105 0.05 0.00 0.05 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.01 3.40 0.01 3.40 0.0 Off
11 0106 5.25 0.00 5.25 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.31 33.27 0.31 33.27 0.0 Off
12 0107 0.36 0.00 0.36 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.05 7.25 0.05 7.25 0.0 Off
13 0108 0.92 0.00 0.92 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.10 11.82 0.10 11.82 0.0 Off
14 0109 3.34 0.00 3.34 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.23 25.14 0.23 25.14 0.0 Off
15 0110 0.41 0.00 0.41 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 7.69 0.06 7.69 0.0 Off
16 0111 9.56 0.00 9.56 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.47 48.63 0.47 48.63 0.0 Off
17 0118 1.53 0.00 1.53 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.14 15.77 0.14 15.77 0.0 Off
18 0117 1.07 0.00 1.07 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.13 14.59 0.13 14.59 0.0 Off
19 0116 1.25 0.00 1.25 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.14 15.94 0.14 15.94 0.0 Off
20 0301 1.99 0.00 1.99 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 18.35 0.16 18.35 0.0 Off
21 0302 1.91 0.00 1.91 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 17.94 0.16 17.94 0.0 Off
22 0303 1.86 0.00 1.86 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 17.63 0.16 17.63 0.0 Off
23 0304 2.01 0.00 2.01 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 18.48 0.16 18.48 0.0 Off
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023
NOTES: Inlet N-Values=0.016; Intensity=90.33/(Inlet time+ 12.40)A 0.80; Return period= 10 Yrs. ; *Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

Inlet Report Page2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 0308 9.19 0.00 9.19 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.45 47.41 0.45 47.41 0.0 Off
25 0307 8.07 0.00 8.07 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.42 43.65 0.42 43.65 0.0 Off
26 0306 8.39 0.00 8.39 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.43 44.76 0.43 44.76 0.0 Off
27 0305 8.42 0.00 8.42 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.43 44.86 0.43 44.86 0.0 Off
28 0204 0.00 0.00 0.00 0.00 MH 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.00 0.00 0.00 0.00 0.0 Off
29 0209 2.26 0.00 2.26 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.16 8.13 0.33 8.13 2.0 Off
30 0210 3.92 0.00 3.92 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.26 13.15 0.43 13.15 2.0 Off
31 0205 0.87 0.00 0.87 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.09 11.43 0.09 11.43 0.0 Off
32 0206 0.49 0.00 0.49 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.04 1.97 0.20 1.97 2.0 Off
33 0207 2.81 0.00 2.81 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.20 9.90 0.36 9.90 2.0 Off
34 0211 0.48 0.00 0.48 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.07 9.35 0.07 9.35 0.0 Off
35 0212 0.29 0.00 0.29 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.05 7.23 0.05 7.23 0.0 Off
36 0213 0.83 0.00 0.83 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.11 12.61 0.11 12.61 0.0 Off
37 0208 0.93 0.00 0.93 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.06 3.09 0.23 3.09 2.0 Off
38 0214 2.69 0.00 2.69 0.00 DrGrt 0.0 0.00 4.00 2.00 2.00 Sag 2.00 0.020 0.020 0.013 0.23 25.20 0.23 25.20 0.0 Off
39 0201 0.09 0.00 0.09 0.00 DrGrt 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.02 4.11 0.02 4.11 0.0 Off
40 0202 2.24 0.00 2.24 0.00 Comb 4.0 3.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.16 8.07 0.33 8.07 2.0 Off
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023
NOTES: Inlet N-Values=0.016; Intensity=90.33/(Inlet time+ 12.40)A 0.80; Return period= 10 Yrs. ; *Indicates Known Q added.All curb inlets are throat.
Storm Sewers v2023.00

MyReport Page 1
Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy
No. Dn Up Ln No C1 C2 C3 Full Depth SI,Sw SI,Sx Len Ang Dn Up Ln No Area X Dn Up Loss
(sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft)
1 4.04 4.15 Sag 0.20 0.50 0.90 35.86 1.97 0.020 0.020 .... 31.149 1.92 1.97** Outfall 0.30 1896510.86 639.93 640.59 0.000
2 4.08 4.11 Sag 0.20 0.50 0.90 34.94 1.95 0.020 0.020 .... 56.470 1.93 1.95** 1 0.83 1896514.52 640.74 641.40 0.000
3 3.86 4.00 Sag 0.20 0.50 0.90 34.94 1.90 0.020 0.020 .... 2.900 1.83 1.90** 2 0.20 1896513.45 641.42 642.34 0.000
4 3.70 3.89 Sag 0.20 0.50 0.90 34.94 1.85 0.020 0.020 .... 6.795 1.76 1.85** 3 0.29 1896503.63 642.36 643.01 0.000
5 0.98 1.20 Sag 0.20 0.50 0.90 11.16 1.19 0.020 0.020 .... -97.314 0.93 1.19** 4 0.08 1896598.74 643.55 646.65 0.000
6 1.04 1.17 Sag 0.20 0.50 0.90 11.16 1.14 0.020 0.020 .... 6.912 0.99 1.14** 5 0.22 1896656.24 646.38 648.26 0.000
7 0.98 0.99 Sag 0.20 0.50 0.90 6.51 0.94 0.020 0.020 .... -6.701 0.93 0.94** 6 0.23 1896784.22 647.90 649.21 0.000
8 0.53 0.53 Sag 0.20 0.50 0.90 12.46 0.56 0.020 0.020 3.00 -0.063 0.74 0.56** 7 0.61 1896880.34 648.96 652.35 0.000
9 0.48 0.48 Sag 0.20 0.50 0.90 4.76 0.52 0.020 0.020 .... 89.789 0.84 0.52** 7 0.19 1896784.22 648.94 648.96 0.000
10 3.14 3.14 Sag 0.20 0.50 0.90 16.01 1.52 0.020 0.020 .... -9.098 2.00 2.00 4 0.01 1896505.61 643.28 643.68 0.401
11 3.14 3.14 Sag 0.20 0.50 0.90 16.01 1.53 0.020 0.020 .... -8.239 2.00 2.00 10 0.85 1896518.11 643.94 644.39 0.456
12 3.14 3.08 Sag 0.20 0.50 0.90 19.98 1.32 0.020 0.020 .... -20.099 2.00 1.89 11 0.09 1896566.27 644.47 644.79 0.318
13 2.19 2.19 Sag 0.20 0.50 0.90 19.98 1.32 0.020 0.020 .... 24.217 1.90 1.32** 12 0.27 1896578.32 645.28 645.61 0.000
14 1.90 2.14 Sag 0.20 0.50 0.90 19.98 1.29 0.020 0.020 .... -83.949 1.17 1.29** 13 0.51 1896714.68 645.64 646.83 0.000
15 1.77 1.77 Sag 0.20 0.50 0.90 8.56 1.21 0.020 0.020 .... 0.000 1.50 1.50 14 0.12 1896835.47 647.46 648.50 1.048
16 1.77 1.77 Sag 0.20 0.50 0.90 8.56 1.19 0.020 0.020 .... -61.588 1.50 1.50 15 2.68 1896902.12 649.13 650.28 1.155
17 0.99 0.65 Sag 0.20 0.50 0.90 4.57 0.49 0.020 0.020 .... 83.101 0.94 0.65 6 0.18 1896656.22 647.47 647.55 0.086
18 0.35 0.32 Sag 0.20 0.50 0.90 1.43 0.49 0.020 0.020 .... 91.453 0.67 0.58 5 0.14 1896597.12 645.70 645.98 0.286
19 0.14 0.30 Sag 0.20 0.50 0.90 3.39 0.53 0.020 0.020 .... -70.934 0.28 0.53** 3 0.37 1896562.44 641.89 644.55 0.000
20 2.94 4.45 Sag 0.20 0.50 0.90 63.07 2.13 0.020 0.020 .... 20.379 1.45 2.13** Outfall 0.27 1895979.45 616.70 619.38 0.000
21 2.84 3.96 Sag 0.20 0.50 0.90 50.23 1.88 0.020 0.020 .... 69.621 1.40 1.88** 20 0.26 1895979.45 627.22 629.20 0.000
22 2.31 2.74 Sag 0.20 0.50 0.90 27.70 1.63 0.020 0.020 .... 0.000 1.38 1.63** 21 0.25 1895979.45 629.16 630.91 0.000
23 1.43 1.60 Sag 0.20 0.50 0.90 12.86 1.27 0.020 0.020 .... 0.000 1.13 1.27** 22 0.27 1895979.45 630.78 632.42 0.000
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 2
Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy
No. Dn Up Ln No C1 C2 C3 Full Depth SI,Sw SI,Sx Len Ang Dn Up Ln No Area X Dn Up Loss
(sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft)
24 1.08 1.19 Sag 0.20 0.50 0.90 10.11 1.16 0.020 0.020 .... -90.000 1.02 1.16** 23 1.08 1896078.62 632.60 635.17 0.000
25 0.92 1.16 Sag 0.20 0.50 0.90 12.30 1.12 0.020 0.020 .... -90.000 0.88 1.12** 22 0.93 1896078.62 630.78 634.62 0.000
26 0.68 1.17 Sag 0.20 0.50 0.90 14.64 1.13 0.020 0.020 .... -90.000 0.68 1.13** 21 0.97 1896078.62 629.13 634.68 0.000
27 0.62 1.17 Sag 0.20 0.50 0.90 16.66 1.13 0.020 0.020 .... -20.379 0.63 1.13** 20 0.97 1896078.62 627.59 634.69 0.000
28 2.22 2.23 n/a 0.20 0.50 0.90 17.65 1.34 .... .... -9.643 1.33 1.34** Outfall 0.00 1896354.66 625.92 627.14 0.000
29 1.13 1.13 Sag 0.20 0.50 0.90 5.76 0.99 0.020 0.020 3.00 -43.443 1.09 1.09 28 0.26 1896408.20 627.49 628.20 0.710
30 1.23 1.03 Sag 0.20 0.50 0.90 5.78 0.80 0.020 0.020 3.00 54.466 1.25 0.98 29 0.45 1896505.02 628.48 628.85 0.373
31 1.67 1.67 Sag 0.20 0.50 0.90 17.65 1.05 0.020 0.020 .... 26.134 1.14 1.05** 28 0.27 1896506.25 626.96 627.84 0.000
32 1.44 1.44 Sag 0.20 0.50 0.90 8.52 1.09 0.020 0.020 3.00 -27.999 1.14 1.14 31 0.06 1896564.34 628.48 628.87 0.391
33 1.63 1.38 Sag 0.20 0.50 0.90 8.52 1.07 0.020 0.020 3.00 27.447 1.31 1.09 32 0.32 1896652.35 629.10 629.62 0.524
34 0.79 0.71 Sag 0.20 0.50 0.90 5.46 0.52 0.020 0.020 .... 69.969 1.00 0.84 33 0.15 1896654.61 629.88 629.92 0.034
35 0.33 0.33 Sag 0.20 0.50 0.90 5.42 0.44 0.020 0.020 .... -54.163 0.73 0.44** 34 0.09 1896686.88 630.10 630.33 0.000
36 0.16 0.26 Sag 0.20 0.50 0.90 3.36 0.40 0.020 0.020 .... -28.346 0.28 0.40** 35 0.26 1896740.78 630.36 631.23 0.000
37 1.23 1.08 Sag 0.20 0.50 0.90 5.37 0.76 0.020 0.020 3.00 -12.063 1.25 1.02 33 0.11 1896770.25 629.96 630.32 0.367
38 0.55 0.55 Sag 0.20 0.50 0.90 1.98 0.72 0.020 0.020 .... 63.920 0.83 0.83 37 0.84 1896785.14 630.77 631.12 0.351
39 0.44 0.63 Sag 0.20 0.50 0.90 25.12 0.51 0.020 0.020 .... -119.329 0.40 0.51** Outfall 0.03 1895791.04 614.58 615.99 0.000
40 0.43 0.65 Sag 0.20 0.50 0.90 27.07 0.52 0.020 0.020 3.00 29.579 0.39 0.52** 39 0.70 1895791.34 616.07 617.20 0.000
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 3
Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet
Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff
(cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (%)
33.53 0.000 0.000 6.00 3.00 2.00 639.79 644.50 0.10 Sag 12.06 2.00 638.92 639.57 639.57 .... .... 0.11 0.96 0.10 100
33.00 0.000 0.000 6.00 3.00 2.00 644.50 643.60 0.20 Sag 22.13 2.00 639.74 640.40 640.40 .... .... 0.30 2.71 0.20 100
31.03 0.000 0.000 6.00 3.00 2.00 643.60 644.68 0.09 Sag 10.82 2.00 640.48 641.40 641.40 .... .... 0.09 0.79 0.09 100
29.50 0.000 0.000 6.00 3.00 2.00 644.68 645.90 0.18 Sag 19.82 2.00 641.47 642.12 642.12 .... .... 0.25 2.26 0.18 100
10.13 0.000 0.000 6.00 3.00 2.00 645.90 647.75 0.08 Sag 9.86 2.00 642.45 645.55 645.55 .... .... 0.07 0.66 0.08 100
8.56 0.000 0.000 6.00 3.00 2.00 647.75 649.35 0.16 Sag 18.01 2.00 645.55 647.43 647.43 .... .... 0.21 1.92 0.16 100
5.42 0.000 0.000 6.00 3.00 2.00 649.35 651.00 0.17 Sag 18.57 2.00 647.43 648.74 648.74 .... .... 0.22 2.03 0.17 100
1.95 0.000 0.000 6.00 3.00 2.00 651.00 653.02 0.14 Sag 7.10 2.00 648.74 652.14 j 652.14 648.91 648.84 0.21 1.95 0.31 100
1.69 0.000 0.000 6.00 3.00 2.00 651.00 651.00 0.15 Sag 16.68 2.00 648.74 648.77 648.77 .... 0.18 1.69 0.15 100
17.91 0.627 0.628 6.00 3.00 2.00 645.90 645.90 0.01 Sag 3.40 2.00 642.77 643.17 643.42 .... .... 0.01 0.05 0.01 100
18.03 0.635 0.636 6.00 3.00 2.00 645.90 645.90 0.31 Sag 33.27 2.00 643.42 643.88 644.19 .... 0.57 5.25 0.31 100
13.47 0.331 0.355 6.00 3.00 2.00 645.90 653.90 0.05 Sag 7.25 2.00 644.19 644.49 644.70 .... .... 0.04 0.36 0.05 100
13.40 0.000 0.000 6.00 3.00 2.00 653.90 653.25 0.10 Sag 11.82 2.00 644.70 645.03 j 645.03 644.75 644.52 0.10 0.92 0.10 100
12.85 0.000 0.000 6.00 3.00 2.00 653.25 653.25 0.23 Sag 25.14 2.00 645.08 646.27 646.27 .... 0.37 3.34 0.23 100
9.78 0.868 0.868 6.00 3.00 2.00 653.25 653.25 0.06 Sag 7.69 2.00 646.98 648.03 648.67 .... .... 0.04 0.41 0.06 100
9.56 0.829 0.829 6.00 3.00 2.00 653.25 650.90 0.47 Sag 48.63 2.00 648.67 649.83 650.28 .... .... 1.05 9.56 0.47 100
1.53 0.132 0.067 6.00 3.00 2.00 649.35 649.35 0.14 Sag 15.77 2.00 647.43 647.47 647.55 .... .... 0.17 1.53 0.14 100
1.07 0.449 0.468 4.00 2.00 2.00 647.75 647.90 0.13 Sag 14.59 2.00 645.55 645.81 645.98 .... 0.12 1.07 0.13 100
1.25 0.000 0.000 4.00 2.00 2.00 644.68 646.50 0.14 Sag 15.94 2.00 641.61 644.28 644.28 .... .... 0.14 1.25 0.14 100
39.98 0.000 0.000 6.00 3.00 2.00 616.79 634.50 0.16 Sag 18.35 2.00 615.45 618.13 618.13 .... 0.22 1.99 0.16 100
30.41 0.000 0.000 6.00 3.00 2.00 634.50 634.51 0.16 Sag 17.94 2.00 626.30 628.28 628.28 .... .... 0.21 1.91 0.16 100
20.67 0.000 0.000 6.00 3.00 2.00 634.51 634.50 0.16 Sag 17.63 2.00 628.28 630.03 630.03 .... .... 0.20 1.86 0.16 100
11.09 0.000 0.000 6.00 3.00 2.00 634.50 634.51 0.16 Sag 18.48 2.00 630.03 631.67 631.67 .... .... 0.22 2.01 0.16 100
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 4
Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Incr Incr Inlet Inlet
Rate Ave Dn Area Len Width El Dn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn Jmp Up CxA Q Depth Eff
(cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (%)
9.19 0.000 0.000 6.00 3.00 2.00 634.51 636.25 0.45 Sag 47.41 2.00 631.67 634.24 634.24 .... .... 1.01 9.19 0.45 100
8.07 0.000 0.000 6.00 3.00 2.00 634.50 636.25 0.42 Sag 43.65 2.00 630.03 633.87 633.87 .... 0.88 8.07 0.42 100
8.39 0.000 0.000 6.00 3.00 2.00 634.51 636.25 0.43 Sag 44.76 2.00 628.33 633.88 633.88 .... .... 0.92 8.39 0.43 100
8.42 0.000 0.000 6.00 3.00 2.00 634.50 636.25 0.43 Sag 44.86 2.00 626.78 633.88 633.88 .... 0.92 8.42 0.43 100
13.79 0.000 0.000 .... .... 626.25 634.84 .... .... 625.33 626.54 626.54 .... .... 0.00 0.00 .... ....
6.04 0.797 0.796 6.00 3.00 2.00 634.84 631.50 0.16 Sag 8.13 2.00 627.05 627.76 628.32 .... .... 0.25 2.26 0.33 100
3.92 0.386 0.368 6.00 3.00 2.00 631.50 631.50 0.26 Sag 13.15 2.00 628.32 628.62 628.85 .... 0.43 3.92 0.43 100
8.64 0.000 0.000 6.00 3.00 2.00 634.84 632.75 0.09 Sag 11.43 2.00 626.54 627.42 j 627.42 626.56 626.52 0.10 0.87 0.09 100
7.91 0.660 0.658 6.00 3.00 2.00 632.75 632.70 0.04 Sag 1.97 2.00 628.01 628.40 628.76 .... 0.05 0.49 0.20 100
7.57 0.573 0.474 6.00 3.00 2.00 632.70 632.36 0.20 Sag 9.90 2.00 628.76 629.15 629.82 .... .... 0.31 2.81 0.36 100
1.53 0.106 0.109 4.00 2.00 2.00 632.36 632.75 0.07 Sag 9.35 2.00 629.82 629.84 629.93 .... 0.05 0.48 0.07 100
1.09 0.000 0.000 4.00 2.00 2.00 632.75 633.50 0.05 Sag 7.23 2.00 629.93 630.16 j 630.16 629.92 629.66 0.03 0.29 0.05 100
0.83 0.000 0.000 4.00 2.00 2.00 633.50 633.50 0.11 Sag 12.61 2.00 630.20 631.07 631.07 .... .... 0.09 0.83 0.11 100
3.60 0.310 0.310 6.00 3.00 2.00 632.36 632.35 0.06 Sag 3.09 2.00 629.82 630.15 630.39 .... .... 0.10 0.93 0.23 100
2.69 0.890 0.890 4.00 2.00 2.00 632.35 632.25 0.23 Sag 25.20 2.00 630.39 630.74 631.12 .... .... 0.29 2.69 0.23 100
2.17 0.000 0.000 6.00 3.00 2.00 616.25 619.50 0.02 Sag 4.11 2.00 614.40 615.81 615.81 .... .... 0.01 0.09 0.02 100
2.24 0.000 0.000 6.00 3.00 2.00 619.50 618.75 0.16 Sag 8.07 2.00 615.89 617.02 617.02 .... .... 0.25 2.24 0.33 100
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 5
Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J-Loss Junct Known Cost Cost Cost Line
ID Loc Time Sys Inlet Dn Up Loc Len Jmp Dn Jmp Up Coeff Type Q RCP CMP PVC ID
(ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs)
0101 Sag 5.0 7.91 9.13 637.00 637.60 .... .... 0.00 0.00 1.29 z Dp-Grate 0.00 3,826 3,443 3,252 0101-0100
0102 Sag 5.0 7.98 9.13 637.80 638.44 .... .... 0.00 0.00 0.50 z Dp-Grate 0.00 4,660 4,194 3,961 0102-0101
0103 Sag 5.0 8.09 9.13 638.64 639.51 .... .... 0.00 0.00 1.43 z Dp-Grate 0.00 5,808 5,227 4,937 0103-0102
0104 Sag 5.0 8.16 9.13 639.71 640.27 .... .... 0.00 0.00 2.19 z Dp-Grate 0.00 3,816 3,434 3,244 0104-0103
0112 Sag 5.0 8.51 9.13 641.52 644.36 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 3,130 2,817 2,661 0112-0104
0113 Sag 5.0 8.56 9.13 644.56 646.29 .... .... 0.00 0.00 1.49 z Dp-Grate 0.00 1,825 1,643 1,551 0113-0112
0114 Sag 5.0 8.74 9.13 646.50 647.80 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 3,925 3,533 3,336 0114-0113
0115 Sag 5.0 9.13 9.13 648.00 651.58 9.61 2.78 0.21 0.62 1.00 z Comb. 0.00 2,980 2,682 2,533 0115-0114
0119 Sag 5.0 9.13 9.13 647.90 648.25 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 2,020 1,818 1,717 0119-0114
0105 Sag 5.0 8.22 9.13 640.77 641.09 .... .... 0.00 0.00 0.50 Dp-Grate 0.00 2,914 2,623 2,477 0105-0104
0106 Sag 5.0 8.30 9.13 641.29 641.65 .... .... 0.00 0.00 0.60 Dp-Grate 0.00 3,266 2,939 2,776 0106-0105
0107 Sag 5.0 8.43 9.13 641.85 642.60 .... .... 0.00 0.00 0.70 Dp-Grate 0.00 5,345 4,811 4,543 0107-0106
0108 Sag 5.0 8.60 9.13 642.80 643.71 58.56 7.49 0.44 0.72 1.49 z Dp-Grate 0.00 7,570 6,813 6,435 0108-0107
0109 Sag 5.0 8.82 9.13 643.91 644.98 .... .... 0.00 0.00 0.50 z Dp-Grate 0.00 8,300 7,470 7,055 0109-0108
0110 Sag 5.0 8.96 9.13 1 645.48 646.28 .... .... 0.00 0.00 1.35 Dp-Grate 0.00 5,553 4,997 4,720 0110-0109
0111 Sag 5.0 9.13 9.13 646.48 647.41 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 5,651 5,085 4,803 0111-0110
0118 Sag 5.0 9.13 9.13 646.49 646.81 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 2,035 1,832 1,730 0118-0113
0117 Sag 5.0 9.13 9.13 644.70 645.23 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 100 90 85 0117-0112
0116 Sag 5.0 9.13 9.13 641.33 643.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 100 90 85 0116-0112
0301 Sag 5.0 8.73 9.13 614.00 616.00 .... .... 0.00 0.00 2.03 z Dp-Grate 0.00 6,049 5,444 5,142 0301-0300
0302 Sag 5.0 8.84 9.13 624.90 626.40 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 6,508 5,857 5,532 0302-0301
0303 Sag 5.0 8.94 9.13 626.90 628.40 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 5,330 4,797 4,531 0303-0302
0304 Sag 5.0 9.05 9.13 628.90 630.40 .... .... 0.00 0.00 1.50 z Dp-Grate 0.00 4,120 3,708 3,502 0304-0303
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: Intensity=90.33/(Inlet time+ 12.40)A 0.80--Return period= 10 Yrs. ; **Critical depth
Storm Sewers

MyReport Page 6
Inlet Inlet Inlet i i Invert Invert Jump Jump Vel Hd Vel Hd J-Loss Junct Known Cost Cost Cost Line
ID Loc Time Sys Inlet Dn Up Loc Len Jmp Dn Jmp Up Coeff Type Q RCP CMP PVC ID
(ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs)
0308 Sag 5.0 9.13 9.13 630.65 633.08 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,070 2,763 2,610 0308-0304
0307 Sag 5.0 9.13 9.13 629.15 632.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,430 3,087 2,916 0307-0303
0306 Sag 5.0 9.13 9.13 627.65 632.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,615 3,254 3,073 0306-0302
0305 Sag 5.0 9.13 9.13 626.15 632.75 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 3,788 3,409 3,219 0305-0301
0204 Sag 0.0 8.10 0.00 624.00 625.21 .... .... 0.00 0.00 0.73 z MH 0.00 9,608 8,647 8,167 0204-0203
0209 Sag 5.0 8.93 9.13 625.96 626.67 .... .... 0.00 0.00 1.27 Comb. 0.00 3,645 3,281 3,098 0209-0204
0210 Sag 5.0 9.13 9.13 626.87 627.65 .... .... 0.00 0.00 1.00 Comb. 0.00 3,385 3,047 2,877 0210-0209
0205 Sag 5.0 8.42 9.13 625.41 626.37 15.81 5.26 0.41 0.49 0.79 z Dp-Grate 0.00 8,938 8,044 7,597 0205-0204
0206 Sag 5.0 8.50 9.13 626.87 627.26 .... .... 0.00 0.00 0.78 Comb. 0.00 2,480 2,232 2,108 0206-0205
0207 Sag 5.0 8.63 9.13 627.46 628.06 .... .... 0.00 0.00 1.43 Comb. 0.00 3,780 3,402 3,213 0207-0206
0211 Sag 5.0 8.73 9.13 628.56 629.00 .... .... 0.00 0.00 1.26 Dp-Grate 0.00 982 884 835 0211-0207
0212 Sag 5.0 8.90 9.13 629.20 629.72 7.59 3.08 0.07 0.41 0.80 z Dp-Grate 0.00 1,150 1,035 978 0212-0211
0213 Sag 5.0 9.13 9.13 629.92 630.67 .... .... 0.00 0.00 1.00 z Dp-Grate 0.00 100 90 85 0213-0212
0208 Sag 5.0 9.09 9.13 628.31 629.13 .... .... 0.00 0.00 1.37 Comb. 0.00 3,673 3,305 3,122 0208-0207
0214 Sag 5.0 9.13 9.13 629.55 629.74 .... .... 0.00 0.00 1.00 Dp-Grate 0.00 100 90 85 0214-0208
0201 Sag 5.0 8.51 9.13 614.00 615.30 .... .... 0.00 0.00 0.82 z Dp-Grate 0.00 3,984 3,586 3,386 0201-0200
0202 Sag 5.0 9.13 9.13 615.50 616.50 .... .... 0.00 0.00 1.00 z Comb. 0.00 2,602 2,342 2.212 0202-0201
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: Intensity=90.33/(Inlet time+ 12.40)A 0.80--Return period= 10 Yrs. ; **Critical depth
Storm Sewers

MyReport Page 7
Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total
Length Size Slope Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA
(ft) (in) (%) (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac)
78.483 30 0.76 Cir .... .... 0.013 n/a 869096.77 0.21 0.00 0.96 0.00 30 0.35 30 0.00 0.00 0.00 8.4 .... 8.16 4.24
88.208 30 0.73 Cir .... .... 0.013 0.50 869008.64 0.24 0.00 2.71 0.00 30 0.36 30 0.00 0.00 0.00 8.2 .... 7.86 4.14
118.788 30 0.73 Cir .... .... 0.013 n/a 868889.85 0.33 0.00 0.79 0.00 30 0.43 30 0.00 0.00 0.00 7.9 .... 7.04 3.84
77.128 30 0.73 Cir .... .... 0.013 n/a 868813.35 0.23 0.00 2.26 0.00 30 0.85 30 0.00 0.00 0.00 7.6 .... 6.47 3.62
95.111 15 2.99 Cir .... .... 0.013 n/a 868813.35 0.19 0.00 0.66 0.00 15 0.93 15 0.00 0.00 0.00 6.6 .... 1.66 1.19
57.921 15 2.99 Cir .... .... 0.013 1.23 868806.38 0.14 0.00 1.92 0.00 15 0.95 15 0.00 0.00 0.00 6.5 .... 1.44 1.00
127.988 15 1.02 Cir .... .... 0.013 n/a 868805.91 0.47 0.00 2.03 0.00 15 0.95 15 0.00 0.00 0.00 6.0 .... 1.04 0.62
96.113 15 3.72 Cir 2.0 .... 0.013 n/a 868805.67 1.01 0.00 1.95 0.00 15 0.35 15 0.00 0.00 0.00 5.0 4.0 0.61 0.21
64.483 15 0.54 Cir .... .... 0.013 0.19 868741.43 0.78 0.00 1.69 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.19 0.18
63.859 24 0.50 Cir .... .... 0.013 0.25 868749.53 0.20 0.00 0.05 0.00 24 0.62 24 0.00 0.00 0.00 7.4 .... 4.52 2.18
71.767 24 0.50 Cir .... .... 0.013 0.31 868678.85 0.22 0.00 5.25 0.00 24 0.68 24 0.00 0.00 0.00 7.2 .... 4.51 2.17
95.969 24 0.78 Cir .... .... 0.013 0.21 868595.85 0.39 0.00 0.36 0.00 24 0.45 24 0.00 0.00 0.00 6.8 .... 3.67 1.60
117.128 24 0.78 Cir .... .... 0.013 n/a 868479.34 0.47 0.00 0.92 0.00 24 0.38 24 0.00 0.00 0.00 6.4 .... 3.58 1.56
136.366 24 0.78 Cir .... .... 0.013 0.28 868478.99 0.57 0.00 3.34 0.00 24 0.72 24 0.00 0.00 0.00 5.8 .... 3.31 1.46
120.792 18 0.66 Cir .... .... 0.013 0.64 868478.69 0.37 0.00 0.41 0.00 18 0.37 18 0.00 0.00 0.00 5.4 .... 2.80 1.09
139.426 18 0.66 Cir .... .... 0.013 0.45 868601.15 0.43 0.00 9.56 0.00 18 0.39 18 0.00 0.00 0.00 5.0 .... 2.68 1.05
64.954 15 0.50 Cir .... .... 0.013 0.09 868741.43 0.87 0.00 1.53 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.18 0.17
63.849 8 0.83 Cir .... .... 0.010 0.17 868749.53 0.35 0.00 1.07 0.00 8 0.84 8 0.00 0.00 0.00 5.0 .... 0.14 0.12
52.000 8 4.65 Cir .... .... 0.010 0.28 868872.42 0.24 0.00 1.25 0.00 8 0.37 8 0.00 0.00 0.00 5.0 .... 0.37 0.14
84.558 30 2.37 Cir .... .... 0.013 2.55 869038.09 0.18 0.00 1.99 0.00 30 0.81 30 0.00 0.00 0.00 6.0 .... 4.99 4.58
100.000 30 1.50 Cir .... .... 0.013 n/a 868938.09 0.28 0.00 1.91 0.00 30 0.82 30 0.00 0.00 0.00 5.7 .... 3.75 3.44
100.234 24 1.50 Cir .... .... 0.013 1.33 868837.85 0.26 0.00 1.86 0.00 24 0.82 24 0.00 0.00 0.00 5.5 .... 2.53 2.31
100.000 18 1.50 Cir .... .... 0.013 n/a 868737.85 0.27 0.00 2.01 0.00 18 0.82 18 0.00 0.00 0.00 5.2 .... 1.35 1.23
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 8
Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total
Length Size Slope Type Depr Gutter Pipe Loss Y Travel Byp Capt Carry Rise Coeff Span Al A2 A3 Ht Area CxA
(ft) (in) (%) (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac)
99.174 15 2.45 Cir .... .... 0.013 0.93 868737.85 0.22 0.00 9.19 0.00 15 0.93 15 0.00 0.00 0.00 5.0 .... 1.08 1.01
99.174 15 3.63 Cir .... .... 0.013 0.76 868837.85 0.25 0.00 8.07 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.93 0.88
99.174 15 5.14 Cir .... .... 0.013 n/a 868938.09 0.24 0.00 8.39 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.97 0.92
99.174 15 6.66 Cir .... .... 0.013 n/a 869038.09 0.24 0.00 8.42 0.00 15 0.95 15 0.00 0.00 0.00 5.0 .... 0.97 0.92
198.301 24 0.61 Cir .... .... 0.013 0.43 869397.85 0.75 .... .... .... 24 0.00 24 0.00 0.00 0.00 7.8 .... 2.81 1.70
89.150 15 0.80 Cir 2.0 .... 0.013 0.56 869469.13 0.30 0.00 2.26 0.00 15 0.95 15 0.00 0.00 0.00 5.5 4.0 0.71 0.68
96.843 15 0.80 Cir 2.0 .... 0.013 0.23 869466.79 0.51 0.00 3.92 0.00 15 0.95 15 0.00 0.00 0.00 5.0 4.0 0.45 0.43
158.093 24 0.61 Cir .... .... 0.013 n/a 869352.97 0.95 0.00 0.87 0.00 24 0.35 24 0.00 0.00 0.00 6.9 .... 2.10 1.03
59.283 18 0.66 Cir 2.0 .... 0.013 0.36 869364.80 0.22 0.00 0.49 0.00 18 0.95 18 0.00 0.00 0.00 6.6 4.0 1.83 0.93
91.533 18 0.66 Cir 2.0 .... 0.013 0.67 869339.66 0.35 0.00 2.81 0.00 18 0.95 18 0.00 0.00 0.00 6.3 4.0 1.78 0.88
31.638 12 1.39 Cir .... .... 0.010 0.09 869308.10 0.26 0.00 0.48 0.00 12 0.35 12 0.00 0.00 0.00 6.0 .... 0.50 0.18
37.944 12 1.37 Cir .... .... 0.010 n/a 869288.14 0.45 0.00 0.29 0.00 12 0.35 12 0.00 0.00 0.00 5.6 .... 0.35 0.12
54.000 10 1.39 Cir .... .... 0.010 n/a 869284.94 0.59 0.00 0.83 0.00 10 0.35 10 0.00 0.00 0.00 5.0 .... 0.26 0.09
118.165 15 0.69 Cir 2.0 .... 0.013 0.24 869331.67 0.67 0.00 0.93 0.00 15 0.91 15 0.00 0.00 0.00 5.1 4.0 0.95 0.40
39.414 10 0.48 Cir .... .... 0.010 0.38 869295.18 0.13 0.00 2.69 0.00 10 0.35 10 0.00 0.00 0.00 5.0 .... 0.84 0.29
105.364 24 1.23 Cir .... .... 0.013 0.15 869199.85 2.41 0.00 0.09 0.00 24 0.35 24 0.00 0.00 0.00 6.6 .... 0.73 0.26
69.804 24 1.43 Cir 2.0 .... 0.013 0.19 869269.65 1.63 0.00 2.24 0.00 24 0.35 24 0.00 0.00 0.00 5.0 4.0 0.70 0.25
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 9
Total Vel Vel Vel Vel Vel Cover Cover Storage
Runoff Ave Dn Hd Dn Hd Up Up Dn Up
(cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft)
33.53 8.19 8.30 1.02 1.02 8.09 0.29 4.40 321.21
33.00 8.06 8.10 1.00 1.00 8.02 4.20 2.66 361.24
31.03 7.90 8.04 0.94 0.94 7.77 2.46 2.68 466.56
29.50 7.78 7.98 0.89 0.89 7.57 2.48 3.13 292.73
10.13 9.36 10.30 1.10 1.10 8.41 3.13 2.14 105.00
8.56 7.77 8.24 0.83 0.83 7.29 1.94 1.81 64.28
5.42 5.50 5.53 0.46 0.46 5.46 1.60 1.95 126.32
1.95 3.14 2.57 0.21 0.21 3.70 1.75 0.19 61.92
1.69 2.73 1.92 0.19 0.19 3.54 1.85 1.50 43.88
17.91 5.70 5.70 0.51 0.51 5.70 3.13 2.81 200.58
18.03 5.74 5.74 0.51 0.51 5.74 2.61 2.25 225.42
13.47 4.33 4.29 0.29 0.30 4.38 2.05 9.30 300.41
13.40 5.23 4.35 0.58 0.58 6.11 9.10 7.54 314.58
12.85 6.38 6.75 0.56 0.56 6.01 7.34 6.27 275.65
9.78 5.54 5.54 0.48 0.48 5.54 6.27 5.47 213.42
9.56 5.41 5.41 0.45 0.45 5.41 5.27 1.99 246.34
1.53 1.96 1.55 0.04 0.09 2.37 1.61 1.29 53.47
1.07 3.21 3.08 0.15 0.17 3.34 2.38 2.00 21.99
1.25 6.59 8.97 0.28 0.28 4.21 2.68 2.08 11.46
39.98 11.29 13.60 1.25 1.25 8.98 0.29 16.00 315.66
30.41 9.20 10.72 0.92 0.92 7.69 7.10 5.61 340.84
20.67 8.24 8.93 0.89 0.89 7.55 5.61 4.10 253.90
11.09 7.36 7.78 0.75 0.75 6.94 4.10 2.61 151.56
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

MyReport Page 10
Total Vel Vel Vel Vel Vel Cover Cover Storage
Runoff Ave Dn Hd Dn Hd Up Up Dn Up
(cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft)
9.19 8.14 8.54 0.93 0.93 7.73 2.61 1.92 112.62
8.07 7.86 8.75 0.76 0.76 6.97 4.10 2.25 103.84
8.39 9.76 12.34 0.80 0.80 7.18 5.61 2.25 93.47
8.42 10.41 13.61 0.81 0.81 7.20 7.10 2.25 90.68
13.79 6.20 6.21 0.59 0.59 6.18 0.25 7.63 441.12
6.04 5.32 5.32 0.44 0.44 5.32 7.63 3.58 101.08
3.92 3.50 3.19 0.16 0.23 3.80 3.38 2.60 114.89
8.64 4.94 4.69 0.42 0.42 5.19 7.43 4.38 277.31
7.91 5.48 5.48 0.47 0.47 5.49 4.38 3.94 85.59
7.57 5.07 4.64 0.33 0.47 5.49 3.74 2.80 138.36
1.53 2.05 1.94 0.06 0.07 2.16 2.80 2.75 24.43
1.09 2.52 1.76 0.17 0.17 3.29 2.55 2.78 18.13
0.83 4.14 5.10 0.16 0.16 3.18 2.75 2.00 11.43
3.60 3.14 2.93 0.13 0.17 3.34 2.80 1.97 141.99
2.69 4.92 4.92 0.38 0.38 4.92 1.97 1.68 21.49
2.17 4.16 4.90 0.18 0.18 3.42 0.25 2.20 56.57
2.24 4.33 5.21 0.19 0.19 3.45 2.00 0.25 37.49
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Date: 8/17/2023
NOTES: **Critical depth
Storm Sewers

Storm Sewer Inlet Time Tabulation Pagel
Line Line ID Tc Sheet Flow Shallow Concentrated Flow Channel Flow Total
No. Method n- flow 2-yr Land Travel flow Water Surf Ave Travel X-sec Wetted Chan n- Vel flow Travel Travel
Value Length 24h P Slope Time Length Slope Descr Vel Time Area Perim Slope Value Length Time Time
(ft) (in) (%) (min) (ft) (%) (ft/s) (min) (sqft) (ft) (%) (ft) (min) (min)
1 0101-0100 User 4.98
2 0102-0101 User 4.98
3 0103-0102 User 4.98
4 0104-0103 User 4.98
5 0112-0104 User 4.98
6 0113-0112 User 5.00
7 0114-0113 User 5.00
8 0115-0114 User 4.98
9 0119-0114 User 5.00
10 0105-0104 User 4.98
11 0106-0105 User 4.98
12 0107-0106 User 4.98
13 0108-0107 User 4.98
14 0109-0108 User 4.98
15 0110-0109 User 4.98
16 0111-0110 User 4.98
17 0118-0113 User 4.98
18 0117-0112 User 4.98
19 0116-0112 User 5.00
20 0301-0300 User 4.98
21 0302-0301 User 4.98
22 0303-0302 User 4.98
23 0304-0303 User 4.98
24 0308-0304 User 4.98
Project File: 0100 Pipe Conveyance4.stm Min.Tc used for intensity calculations=5 min Number of lines:40 Date: 8/17/2023
Storm Sewers v2023

Storm Sewer Inlet Time Tabulation Paget
Line Line ID Tc Sheet Flow Shallow Concentrated Flow Channel Flow Total
No. Method n- flow 2-yr Land Travel flow Water Surf Ave Travel X-sec Wetted Chan n- Vel flow Travel Travel
Value Length 24h P Slope Time Length Slope Descr Vel Time Area Perim Slope Value Length Time Time
(ft) (in) (%) (min) (ft) (%) (ft/s) (min) (sqft) (ft) (%) (ft) (min) (min)
25 0307-0303 User 4.98
26 0306-0302 User 4.98
27 0305-0301 User 4.98
28 0204-0203 User 0.00
29 0209-0204 User 4.98
30 0210-0209 User 4.98
31 0205-0204 User 4.98
32 0206-0205 User 4.98
33 0207-0206 User 4.98
34 0211-0207 User 4.98
35 0212-0211 User 4.98
36 0213-0212 User 4.98
37 0208-0207 User 4.98
38 0214-0208 User 4.98
39 0201-0200 User 4.98
40 0202-0201 User 4.98
Project File: 0100 Pipe Conveyance4.stm Min.Tc used for intensity calculations=5 min Number of lines:40 Date: 8/17/2023
Storm Sewers v2023

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
1 30 33.53 637.00 638.92 1.92 4.04 8.30 1.02 639.93 0.000 78.483 637.60 639.57 1.97** 4.15 8.09 1.02 640.59 0.000 0.000 n/a 1.29 n/a
2 30 33.00 637.80 639.74 1.93* 4.08 8.10 1.00 640.74 0.000 88.208 638.44 640.40 1.95** 4.11 8.02 1.00 641.40 0.000 0.000 n/a 0.50 0.50
3 30 31.03 638.64 640.48 1.83* 3.86 8.04 0.94 641.42 0.000 118.788639.51 641.40 1.90** 4.00 7.77 0.94 642.34 0.000 0.000 n/a 1.43 n/a
4 30 29.50 639.71 641.47 1.76* 3.70 7.98 0.89 642.36 0.000 77.128 640.27 642.12 1.85** 3.89 7.57 0.89 643.01 0.000 0.000 n/a 2.19 n/a
5 15 10.13 641.52 642.45 0.93* 0.98 10.30 1.10 643.55 0.000 95.111 644.36 645.55 1.19** 1.20 8.41 1.10 646.65 0.000 0.000 n/a 1.50 n/a
6 15 8.56 644.56 645.55 0.99 1.04 8.24 0.83 646.38 0.000 57.921 646.29 647.43 1.14** 1.17 7.29 0.83 648.26 0.000 0.000 n/a 1.49 1.23
7 15 5.42 646.50 647.43 0.93 0.98 5.53 0.46 647.90 0.000 127.988647.80 648.74 0.94** 0.99 5.46 0.46 649.21 0.000 0.000 n/a 1.50 n/a
8 15 1.95 648.00 648.74 0.74 0.53 2.57 0.21 648.96 0.000 96.113 651.58 652.14 j 0.56** 0.53 3.70 0.21 652.35 0.000 0.000 n/a 1.00 0.21
9 15 1.69 647.90 648.74 0.84 0.48 1.92 0.19 648.94 0.000 64.483 648.25 648.77 0.52** 0.48 3.54 0.19 648.96 0.000 0.000 n/a 1.00 0.19
10 24 17.91 640.77 642.77 2.00* 3.14 5.70 0.51 643.28 0.628 63.859 641.09 643.17 2.00 3.14 5.70 0.51 643.68 0.627 0.627 0.401 0.50 0.25
11 24 18.03 641.29 643.42 2.00 3.14 5.74 0.51 643.94 0.636 71.767 641.65 643.88 2.00 3.14 5.74 0.51 644.39 0.635 0.635 0.456 0.60 0.31
12 24 13.47 641.85 644.19 2.00 3.14 4.29 0.29 644.47 0.355 95.969 642.60 644.49 1.89 3.08 4.38 0.30 644.79 0.307 0.331 0.318 0.70 0.21
13 24 13.40 642.80 644.70 1.90 2.19 4.35 0.58 645.28 0.000 117.128643.71 645.03 j 1.32** 2.19 6.11 0.58 645.61 0.000 0.000 n/a 1.49 n/a
14 24 12.85 643.91 645.08 1.17* 1.90 6.75 0.56 645.64 0.000 136.366644.98 646.27 1.29** 2.14 6.01 0.56 646.83 0.000 0.000 n/a 0.50 0.28
15 18 9.78 645.48 646.98 1.50* 1.77 5.54 0.48 647.46 0.868 120.792646.28 648.03 1.50 1.77 5.54 0.48 648.50 0.868 0.868 1.048 1.35 0.64
16 18 9.56 646.48 648.67 1.50 1.77 5.41 0.45 649.13 0.829 139.426647.41 649.83 1.50 1.77 5.41 0.45 650.28 0.828 0.829 1.155 1.00 0.45
17 15 1.53 646.49 647.43 0.94 0.99 1.55 0.04 647.47 0.067 64.954 646.81 647.47 0.65 0.65 2.37 0.09 647.55 0.196 0.132 0.086 1.00 0.09
18 8 1.07 644.70 645.55 0.67 0.35 3.08 0.15 645.70 0.468 63.849 645.23 645.81 0.58 0.32 3.34 0.17 645.98 0.429 0.449 0.286 1.00 0.17
19 8 1.25 641.33 641.61 0.28* 0.14 8.97 0.28 641.89 0.000 52.000 643.75 644.28 0.53** 0.30 4.21 0.28 644.55 0.000 0.000 n/a 1.00 0.28
20 30 39.98 614.00 615.45 1.45* 2.94 13.60 1.25 616.70 0.000 84.558 616.00 618.13 2.13** 4.45 8.98 1.25 619.38 0.000 0.000 n/a 2.03 2.55
21 30 30.41 624.90 626.30 1.40* 2.84 10.72 0.92 627.22 0.000 100.000626.40 628.28 1.88** 3.96 7.69 0.92 629.20 0.000 0.000 n/a 1.50 n/a
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023
Notes:* depth assumed;"Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page2
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) (24)
22 24 20.67 626.90 628.28 1.38 2.31 8.93 0.89 629.16 0.000 100.234628.40 630.03 1.63** 2.74 7.55 0.89 630.91 0.000 0.000 n/a 1.50 1.33
23 18 11.09 628.90 630.03 1.13 1.43 7.78 0.75 630.78 0.000 100.000630.40 631.67 1.27** 1.60 6.94 0.75 632.42 0.000 0.000 n/a 1.50 n/a
24 15 9.19 630.65 631.67 1.02 1.08 8.54 0.93 632.60 0.000 99.174 633.08 634.24 1.16** 1.19 7.73 0.93 635.17 0.000 0.000 n/a 1.00 0.93
25 15 8.07 629.15 630.03 0.88 0.92 8.75 0.76 630.78 0.000 99.174 632.75 633.87 1.12** 1.16 6.97 0.76 634.62 0.000 0.000 n/a 1.00 0.76
26 15 8.39 627.65 628.33 0.68* 0.68 12.34 0.80 629.13 0.000 99.174 632.75 633.88 1.13** 1.17 7.18 0.80 634.68 0.000 0.000 n/a 1.00 n/a
27 15 8.42 626.15 626.78 0.63* 0.62 13.61 0.81 627.59 0.000 99.174 632.75 633.88 1.13** 1.17 7.20 0.81 634.69 0.000 0.000 n/a 1.00 n/a
28 24 13.79 624.00 625.33 1.33* 2.22 6.21 0.59 625.92 0.000 198.301625.21 626.54 1.34** 2.23 6.18 0.59 627.14 0.000 0.000 n/a 0.73 0.43
29 15 6.04 625.96 627.05 1.09* 1.13 5.32 0.44 627.49 0.796 89.150 626.67 627.76 1.09 1.13 5.32 0.44 628.20 0.797 0.797 0.710 1.27 0.56
30 15 3.92 626.87 628.32 1.25 1.23 3.19 0.16 628.48 0.368 96.843 627.65 628.62 0.98 1.03 3.80 0.23 628.85 0.403 0.386 0.373 1.00 0.23
31 24 8.64 625.41 626.54 1.14 1.67 4.69 0.42 626.96 0.000 158.093626.37 627.42j 1.05** 1.67 5.19 0.42 627.84 0.000 0.000 n/a 0.79 0.33
32 18 7.91 626.87 628.01 1.14* 1.44 5.48 0.47 628.48 0.658 59.283 627.26 628.40 1.14 1.44 5.49 0.47 628.87 0.661 0.660 0.391 0.78 0.36
33 18 7.57 627.46 628.76 1.31 1.63 4.64 0.33 629.10 0.474 91.533 628.06 629.15 1.09 1.38 5.49 0.47 629.62 0.671 0.573 0.524 1.43 0.67
34 12 1.53 628.56 629.82 1.00 0.79 1.94 0.06 629.88 0.109 31.638 629.00 629.84 0.84 0.71 2.16 0.07 629.92 0.104 0.106 0.034 1.26 0.09
35 12 1.09 629.20 629.93 0.73 0.33 1.76 0.17 630.10 0.000 37.944 629.72 630.16 j 0.44** 0.33 3.29 0.17 630.33 0.000 0.000 n/a 0.80 0.13
36 10 0.83 629.92 630.20 0.28* 0.16 5.10 0.16 630.36 0.000 54.000 630.67 631.07 0.40** 0.26 3.18 0.16 631.23 0.000 0.000 n/a 1.00 n/a
37 15 3.60 628.31 629.82 1.25 1.23 2.93 0.13 629.96 0.310 118.165629.13 630.15 1.02 1.08 3.34 0.17 630.32 0.311 0.310 0.367 1.37 0.24
38 10 2.69 629.55 630.39 0.83 0.55 4.92 0.38 630.77 0.890 39.414 629.74 630.74 0.83 0.55 4.92 0.38 631.12 0.890 0.890 0.351 1.00 0.38
39 24 2.17 614.00 614.40 0.40* 0.44 4.90 0.18 614.58 0.000 105.364615.30 615.81 0.51** 0.63 3.42 0.18 615.99 0.000 0.000 n/a 0.82 0.15
40 24 2.24 615.50 615.89 0.39* 0.43 5.21 0.19 616.07 0.000 69.804 616.50 617.02 0.52** 0.65 3.45 0.19 617.20 0.000 0.000 n/a 1.00 0.19
Project File: 0100 Pipe Conveyance4.stm Number of lines:40 Run Date: 8/17/2023
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraflow HGL Computation Procedure Page 1
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance,supercritical flow exists and critical depth is temporarily assumed at the upstream end.A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed.Calculations begin at Line 1 and proceed upstream.
Col.2 The line size. In the case of non-circular pipes,the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col.4 The elevation of the downstream invert.
Col.5 Elevation of the hydraulic grade line at the downstream end.This is computed as the upstream HGL+Minor loss of this line's downstream line.
Col.6 The downstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size.
Col.7 Cross-sectional area of the flow at the downstream end.
Col.8 The velocity of the flow at the downstream end, (Col. 3/Col.7).
Col.9 Velocity head(Velocity squared/2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL+Velocity head, (Col.5+Col. 9).
Col. 11 The friction slope at the downstream end(the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe(HGL-Invert elevation)but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col.3/Col. 16).
Col. 18 Velocity head(Velocity squared/2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL+Velocity head, (Col. 14+Col. 18).
Col.20 The friction slope at the upstream end(the S or Slope term in Manning's equation).
Col.21 The average of the downstream and upstream friction slopes.
Col.22 Energy loss.Average Sf/100 x Line Length(Col.21/100 x Col. 12). Equals(EGL upstream-EGL downstream)+/-tolerance.
Col.23 The junction loss coefficient(K).
Col.24 Minor loss.(Col.23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

ACC Public Safety Training Center
Burlington, NC
Project Number:49685
Section 3: Stormwater Calculations
Rip Rap Outlet Protection Design
.•••••,
• •
www.timmons.com
TIMMONS GROUP
YOUN VISION ACNIl VfD iNfiOUON OU NS.

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES 0100
Pipe Diameter: 30.00 in
Upper Invert: 637.60
Lower Invert: 637.00
Pipe Length: 83.05 ft *Discharge from Storm Sewers
Pipe Slope: 0.007 Discharge: 33.54 cfs
Pipe Material: RCP
Q10= 33.54 cfs Q1o/Qfull = 0.96
Qfull = 34.92 cfs V/Vfull = 1.14
Vfull = 7.11 fps V= 8.10 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 7.5 ft
Length(6 X DO)= 15.0 ft
Width(La+Do)= 17.5 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
15.0 � A
7.5 17.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 1 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"��
• a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES 0200
Pipe Diameter: 24.00 in
Upper Invert: 615.30
Lower Invert: 614.00
Pipe Length: 101.74 ft *Discharge from Storm Sewers
Pipe Slope: 0.013 Discharge: 16.06 cfs
Pipe Material: RCP
Q10= 16.06 cfs Q1o/Qfull = 0.63
Qfull = 25.61 cfs V/Vfull = 1.06
Vfull = 8.15 fps V= 8.60 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X DO)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
12.0 � A
6.0 14.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 2 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES 0203
Pipe Diameter: 24.00 in
Upper Invert: 625.06
Lower Invert: 624.00
Pipe Length: 202.20 ft *Discharge from Storm Sewers
Pipe Slope: 0.005 Discharge: 13.75 cfs
Pipe Material: RCP
Q10= 13.75 cfs Q1o/Qfull = 0.84
Qfull = 16.40 cfs V/Vfull = 1.12
Vfull = 5.22 fps V= 5.83 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X DO)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
12.0 � A
6.0 14.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 3 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES 0300
Pipe Diameter: 30.00 in
Upper Invert: 616.02
Lower Invert: 614.00
Pipe Length: 100.89 ft *Discharge from Storm Sewers
Pipe Slope: 0.020 Discharge: 39.98 cfs
Pipe Material: RCP
Q10= 39.98 cfs Q1o/Qfull = 0.69
Qfull = 58.13 cfs V/Vfull = 1.07
Vfull = 11.84 fps V= 12.71 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 7.5 ft
Length(6 X DO)= 15.0 ft
Width(La+Do)= 17.5 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
15.0 � A
7.5 17.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 4 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES O400
Pipe Diameter: 24.00 in
Upper Invert: 609.00
Lower Invert: 607.50
Pipe Length: 140.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.011 Discharge: 11.48 cfs
Pipe Material: RCP
Q10= 11.48 cfs Q1o/Qfull = 0.49
Qfull = 23.45 cfs V/Vfull = 0.99
Vfull = 7.46 fps V= 7.37 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X DO)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
12.0 � A
6.0 14.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 5 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES Fl
Pipe Diameter: 24.00 in
Upper Invert: 587.75
Lower Invert: 587.00
Pipe Length: 20.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.038 Discharge: 10.88 cfs
Pipe Material: RCP
Q10= 10.88 cfs Q1o/Qfull = 0.25
Qfull = 43.87 cfs V/Vfull = 0.83
Vfull = 13.97 fps V= 11.61 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X DO)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
12.0 - A
6.0 14.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 6 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES F3
Pipe Diameter: 15.00 in
Upper Invert: 601.00
Lower Invert: 598.25
Pipe Length: 21.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.131 Discharge: 2.34 cfs
Pipe Material: RCP
Qto= 2.34 cfs Qto/Qfull = 0.10
Qfull = 23.41 cfs V/Vfull = 0.67
Vfull = 19.08 fps V= 12.80 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 3.8 ft
Length(6 X DO)= 7.5 ft
Width(La+Do)= 8.8 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
7.5 � A
3.8 8.8
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 7 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES F5
Pipe Diameter: 18.00 in
Upper Invert: 622.80
Lower Invert: 621.50
Pipe Length: 19.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.068 Discharge: 0.22 cfs
Pipe Material: RCP
Qto= 0.22 cfs Qto/Qfull = 0.01
Qfull = 27.52 cfs V/Vfull = 0.32
Vfull = 15.57 fps V= 5.00 fps
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(3 X Do)= 4.5 ft
Length(4 X DO)= 6.0 ft
Width(La+Do)= 7.5 ft
Min.Thickness= 12 inches
Stone Diameter(Dso)= 3 inches
6.0 � A
4.5 7.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 8 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES F7
Pipe Diameter: 30.00 in
Upper Invert: 621.50
Lower Invert: 620.57
Pipe Length: 51.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.018 Discharge: 19.57 cfs
Pipe Material: RCP
Q10= 19.57 cfs Q1o/Qfull = 0.35
Qfull = 55.47 cfs V/Vfull = 0.91
Vfull = 11.30 fps V= 10.31 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 7.5 ft
Length(6 X DO)= 15.0 ft
Width(La+Do)= 17.5 ft
Min.Thickness= 22 inches
Stone Diameter(Dso)= 6 inches
15.0 � A
7.5 17.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 9 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES F9
Pipe Diameter: 15.00 in
Upper Invert: 650.10
Lower Invert: 649.90
Pipe Length: 36.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.006 Discharge: 2.85 cfs
Pipe Material: RCP
Qto= 2.85 cfs Qto/Qfull = 0.59
Qfull = 4.82 cfs V/Vfull = 1.04
Vfull = 3.93 fps V= 4.07 fps
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(3 X Do)= 3.8 ft
Length(4 X DO)= 5.0 ft
Width(La+Do)= 6.3 ft
Min.Thickness= 12 inches
Stone Diameter(Dso)= 3 inches
5.0 � A
3.8 6.3
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 10 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES F11
Pipe Diameter: 18.00 in
Upper Invert: 653.59
Lower Invert: 653.39
Pipe Length: 29.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.007 Discharge: 5.41 cfs
Pipe Material: RCP
Qto= 5.41 cfs Qto/Qfull = 0.62
Qfull = 8.74 cfs V/Vfull = 1.05
Vfull = 4.94 fps V= 5.17 fps
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(3 X Do)= 4.5 ft
Length(4 X DO)= 6.0 ft
Width(La+Do)= 7.5 ft
Min.Thickness= 12 inches
Stone Diameter(Dso)= 3 inches
6.0 � A
4.5 7.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 11 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"••
R a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES F13
Pipe Diameter: 15.00 in
Upper Invert: 632.00
Lower Invert: 631.50
Pipe Length: 34.00 ft *Discharge from Storm Sewers
Pipe Slope: 0.015 Discharge: 1.83 cfs
Pipe Material: RCP
Q10= 1.83 cfs Qto/Qfull = 0.23
Qfull = 7.85 cfs V/Vfull = 0.81
Vfull = 6.39 fps V= 5.16 fps
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(3 X Do)= 3.8 ft
Length(4 X DO)= 5.0 ft
Width(La+Do)= 6.3 ft
Min.Thickness= 12 inches
Stone Diameter(Dso)= 3 inches
5.0 � A
3.8 6.3
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 12 of 13

OUTLET PROTECTION DATE
DESIGN 07/07/2023 .•'"��
• a♦
PROJECT NAME PROJECT NO
ACC Public Safety Training Center 49685 TIMMONS GROUP
TOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Burlington, NC LMB
RR FES F15
Pipe Diameter: 18.00 in
Upper Invert: 622.35
Lower Invert: 620.76
Pipe Length: 112.82 ft *Discharge from Storm Sewers
Pipe Slope: 0.014 Discharge: 1.45 cfs
Pipe Material: RCP
Q10= 1.45 cfs Qto/Qfull = 0.12
Qfull = 12.49 cfs V/Vfull = 0.67
Vfull = 7.07 fps V= 4.74 fps
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(3 X Do)= 4.5 ft
Length(4 X DO)= 6.0 ft
Width(La+Do)= 7.5 ft
Min.Thickness= 12 inches
Stone Diameter(Dso)= 3 inches
6.0 A
4.5 7.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
7/13/2023 Page 13 of 13

ACC Public Safety Training Center
Burlington, NC
Project Number:49685
Section 4: Stormwater Compliance
Pre/Post Stormwater Maps
.••••••
• • •
www.timmons.com
TIMMONS GROUP
YOUN VISION ACNIl VfD iNfiOUON OU NS.

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PRE-DEVELOPMENT IMPERVIOUS ANALYSIS MAP DATE: August 14,2023
1=100'
11/20/23 ADD-03
DATE DESCRIPTION
09/29/23 CMR VE ITEMS
STORM WATER QUANTITY CALCULATIONS LANDUSE SUMMARY 0/10/23 FINAL SCO
LEGEND LANDUSE EXISTING AREA(SF) PROPOSED AREA(SF) 12/08/23 NCDEQ&NCDOT
ANALYSIS DRAINAGE IMPERVIOUS COMPOSITE PERMIT REVIEW
POINT AREA(ac) AREA(ac) C Q1 Q2 Q10 /////// ///// IMPERVIOUS 55,597 321,201 (FC-003)
01/31/24 FC-005
FUTURE IMPERVIOUS 0 80,112
1 24.55 0.33 74 10.96 17.02 34.63 PERVIOUS 2,448,653 2,102,937
DRAINAGE AREA
2 3.71 0.17 75 3.520 5.278 10.36 BOUNDARY
STORM WATER QUALITY CALCULATIONS:
3 26.73 0.36 74 15.66 24.17 48.79 PRE-DEVELOPMENT ON-SITE IMPERVIOUS SURFACES(BUILT BEFORE 1997):55,597-SF
PRE-DEVELOPMENT
d POST-DEVELOPMENT ON-SITE IMPERVIOUS SURFACES:400,353-SF STORM WATER
inIMPERVIOUS AREA REQUIRED TO BE TREATED:344,756-SF MANAGEMENT PLAN
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IMPERVIOUS AREA TREATED BY WET POND SCM:360,245-SF
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PROJECT NO: 600646
POST-DEVELOPMENT IMPERVIOUS ANALYSIS MAP DATE: August 14,2023
r'=190'
DATE DESCRIPTION
09/29/23 CMR VE ITEMS
0/10/23 FINAL SCO
STORM WATER QUANTITY CALCULATIONS LANDUSE SUMMARY BUA SUMMARY OVERALL SUMMARY
11/20/23 ADD-03
ANALYSIS DRAINAGE CURVE FLOW LEGEND LANDUSE EXISTING AREA(SF) PROPOSED AREA(SF) ENTIRE SITE WETPOND ANALYSIS Q1 Q1 Q2 Q2 Q10 Q10 12/08/23 NCDEQ&NCDOT
Q1 Q2 Q10 BUA TYPE PERMIT REVIEW
POINT 1 AREA(AC) NUMBER TYPE j /// //// IMPERVIOUS 55,597 320,241 (SF) (SF) POINT (PRE) (POST) (PRE) (POST) (PRE) (POST) MIT/// 01/31/24 FC-005//
BYPASS 8.28 74 BYPASS 3.69 5.73 11.66 FUTURE IMPERVIOUS 0 80,112 PARKING 36,309 36,040 1 10.96 7.74 17.02 12.52 34.63 22.98
SCM 21.24 82 MANAGED 4.33 7.02 11.61 PERVIOUS 2,448,653 2,103,897 SIDEWALK 4,210 3,364
2 3.520 1.732 5.278 2.628 10.36 5.193
DRAINAGE AREA
COMBINED 29.52 N/A TOTAL 7.74 12.52 22.98 BOUNDARY ROOF 18,454 18,454
3 15.66 14.62 24.17 22.18 48.79 43.86
ANALYSIS 2.55 75 BYPASS 1.732 2.63 5.19 STORMWATER QUALITY CALCULATIONS: ROADWAY 251,123 212,130
POINT 2
ANALYSIS 23.12 75 BYPASS 14.62 22.18 43.86 PRE-DEVELOPMENT ON-SITE IMPERVIOUS SURFACES(BUILT BEFORE 1997):55,597-SF FUTURE* 80,112 80,112
POINT 3 POST-DEVELOPMENT
d POST-DEVELOPMENT ON-SITE IMPERVIOUS SURFACES:400,353-SF STORM WATER
OTHER" 10,145 10,145
I`Dn IMPERVIOUS AREA REQUIRED TO BE TREATED:344,756-SF MANAGEMENT PLAN
TOTAL 400,353 360,245
ri
Cis-
IMPERVIOUS AREA TREATED BY WET POND SCM:360,245-SF
Cs! • FUTURE IMPERVIOUS INCLUDES:ALTERNATE#1-INDOOR SHOOTING
N IMPERVIOUS AREA TO BYPASS WET POND SCM.40,108-SF RANGE IMPERVIOUS SURFACES(ROOF,CONCRETE,AND GRAVEL PARKING)
N OALTERNATE#2-IMPERVIOUS SURFACES(100'X400'GRAVEL
^ ^ ■
" OTHER INCLUDES:CONCRETE CURB&GUTTER AND GRAVEL UNDER ■/V_Jam/
CI.
PROPOSED GUARDRAIL. 7
7